Republic of the Philippines BATTERY – 1

DESIGN AND CONSTRUCTION

University of Eastern Philippines
SET - A
College of Engineering
CIVIL ENGINEERING DEPARTMENT Prepared by:
University Town, Northern Samar Engr. JONATHAN C. BULAGAO

SITUATION 1 a. 1600 N c. 400 N

The force P prevents the 375 N pole from falling shown b. 1200 N d. 800 N
in Figure 01. The pole is supported by a ball-and-socket 9. What is the total elongation of the steel cable due to a
joint at A and leans against a frictionless wall at B. maximum tension of 2 kN? Cross-sectional area of cable
Given: is 113 mm2.
x1 = 3.15 m z1 = 3.15 m a. 0.60 mm c. 0.50 mm
y1 = 4 m θ = 45° b. 0.30 mm d. 0.25 mm
1. Find the required force P.
SITUATION 4
a. 116.8 N c. 136.2 N
b. 124.6 N d. 102.7 N A 12-m high vertical pole is subjected to uniform wind
pressure of 0.6 kN/m. The pole has an outside diameter of
2. Find the reaction at B. 298 mm and an inside diameter of 255 mm.
a. 75.4 N c. 89.2 N 10. Determine the maximum shearing stress in the pole.
b. 82.6 N d. 95.4 N a. 0.77 MPa c. 0.95 MPa
3. Find the vertical reaction at A. b. 0.63 MPa d. 0.84 MPa
a. 310.1 N c. 325.4 N 11. Determine the maximum tensile stress in the pole.
b. 336.8 N d. 292.4 N a. 42.3 MPa c. 30.7 MPa
SITUATION 2 b. 35.9 MPa d. 26.4 MPa
The eyebar AC shown in Figure 02 has and outside 12. Compute the moment at the fixed end.
dimension of 60 mm x 75 mm and a uniform thickness of a. 21.6 kN.m c. 43.2 kN.m
5 mm. Length L = 1.50 m, E = 200 GPa, θ = 30°. The load b. 36.2 kN.m d. 10.8 kN.m
W = 12 kN.
SITUATION 5
4. Calculate the tensile stress of the eyebar.
The beam ABC shown in Figure 04 is simply supported
a. 21.4 MPa c. 15.7 MPa
at B and C. Assume that the steel column BD is hinge
b. 192. MPa d. 26.3 MPa
supported at B and D.
5. Compute the change in length of the eyebar. Given:
a. 0.24 mm c. 0.36 mm L1 = 2 m, L2 = 4 m, L3 = 6 m, w = 15 kN/m
b. 0.11 mm d. 0.17 mm Properties of W460 x 104
6. If the rectangular eyebar is replaced with steel rod, what A = 6,650 mm2 tf = 12.5 mm
is the minimum required rod diameter without exceeding d = 254 mm Ix = 61.2 x 106 mm4
a stress of 48 MPa. tw = 15.1 mm Iy = 10 x 106 mm4
a. 22 mm c. 25 mm bf = 125 mm
b. 20 mm d. 28 mm 13. Compute the smallest outside diameter of steel
SITUATION 3 column BD so that it does not buckle, if its thickness is 6
To stiffen the footbridge shown in Figure 03, a short post mm.
BD supported by a steel cable ADC is added. The a. 80 mm c. 100 mm
maximum tension in the cable is 2 kN. b. 70 mm d. 90 mm
Given: 14. Calculate the maximum flexural stress in the beam.
L1 = L2 = 2.7 m L3 = 0.9 m a. 76.3 MPa c. 45.7 MPa
Modulus of elasticity of steel, E = 200 GPa b. 62.3 MPa d. 35.0 MPa
7. What is the maximum weight of a person can the 15. Calculate the maximum horizontal web shear stress in
footbridge support? the beam.
a. 1260 N c. 1350 N a. 7 MPa c. 11.7 MPa
b. 1040 N d. 1520 N b. 14.7 MPa d. 21 MPa
8. If W = 800 N, what is the resulting force in the short SITUATION 6
post BD? Refer to the square footing shown in the figure 05.
1
 Republic of the Philippines BATTERY – 1
DESIGN AND CONSTRUCTION
University of Eastern Philippines
SET - A
College of Engineering
CIVIL ENGINEERING DEPARTMENT Prepared by:
University Town, Northern Samar Engr. JONATHAN C. BULAGAO
Given: Modulus of elasticity, E = 200 GPa
Dimensions: Effective length factor, k = 1
B=2m b=1m kL/r Fa kL/r Fa kL/r Fa kL/r Fa
a = 0.6 m c = 0.4 m 115 75.78 121 69.94 127 63.85 133 58.22
Column Loads: 116 74.82 122 68.94 128 62.86 134 57.36
P (kN) My (kN-m) 117 73.86 123 67.94 129 61.89 135 56.51
Dead Load 230 48 118 72.89 124 66.94 130 60.94 136 55.68
119 71.91 125 65.92 131 60.01 137 54.87
Live Load 120 28
120 70.93 126 64.90 132 59.11 138 54.08
Earthquake 25 220
22. Compute the allowable compressive force of member
16. Determine the maximum net soil pressure.
AB.
a. 344 kPa c. 423 kPa
a. 66 kN c. 56 kN
b. 315 kPa d. 354 kPa
b. 36 kN d. 46 kN
17. Calculate the length of the tension side of the footing.
23. Compute the allowable compressive force of member
a. 0.48 m c. 0.82 m
AC.
b. 0.58 m d. 0.43 m
a. 56 kN c. 36 kN
18. Determine the factor safety against overturning. b. 66 kN d. 46 kN
a. 1.8 c. 2.5
24. Compute the allowable compressive force of member
b. 3.7 d. 1.3
AD.
SITUATION 7 a. 52.4 kN c. 63.6 kN
To prevent excessive deflection of the cantilever beam b. 35.4 kN d. 40.6 kN
shown in Figure 06, its free end is attached to the tension
SITUATION 9
rod. The length of the beam is 3 m and its carry a weight
Given the following data of a reinforced concrete
of w 2 kN/m. Flexural rigidity of the beam is 2500 kN.m2.
cantilever beam:
19. Compute the maximum deflection of the beam before
Beam width, b = 250 mm
attaching the tension rod.
Beam length, L = 3 m
a. 10.2 mm c. 2.4 mm
Loads:
b. 12.4 mm d. 8.1 mm
Total dead load = 20 kN/m
20. If the resulting tension in the rod is 3 kN when Concentrated live load at free end = 18 kN
attached to the beam, compute the moment at the fixed Main bar = 2 5mm diameter
end. Lateral ties = 10 mm diameter (U-stirrups) @ 80 mm o.c
a. -12 kN.m c. -6 kN.m Clear cover = 50 mm
b. 0 d. 8 kN.m Concrete strength, f’c = 27.8 MPa
21. Find tension in the rod to eliminate the deflection at Steel strength: Main bars, fy = 413 MPa
the free end. Lateral bars, fyh = 275 MPa
a. 2.75 kN c. 2.25 kN Load combination, U = 1.2D + 1.6L
b. 3.25 kN d. 3.75 kN Reduction factors: Shear = 0.75
Moment = 0.90
SITUATION 8
25. Compute the minimum required beam depth due to
Refer to the tripod shown in the figure 07:
maximum shear using one line of 25 mm diameter bars.
Given:
a. 245 c. 360
Dimension:
b. 600 d. 420
a = 0.9 m c = 1.8 m
b = 1.8 m h = 1.8 m 26. Compute the required beam depth due to maximum
Section properties (tubular section): moment using one line of three 25-mm diameter bars.
A = 640 mm2 r = 20 mm a. 520 c. 420
b. 480 d. 460
Yield strength of steel, Fy = 248 MPa
2
 Republic of the Philippines BATTERY – 1
DESIGN AND CONSTRUCTION
University of Eastern Philippines
SET - A
College of Engineering
CIVIL ENGINEERING DEPARTMENT Prepared by:
University Town, Northern Samar Engr. JONATHAN C. BULAGAO
27. Using one line of 4-25 mm bars, what is the minimum 34. Determine the maximum value of “x” before the beam
beam width to satisfy on spacing and cover requirements? start to slide.
a. 307 c. 316 a. 1.8 m c. 2.3 m
b. 320 d. 295 b. 3.2 m d. 2.5 m
SITUATION 10 35. What is the reaction at A in Part 1?
A 600-mm diameter spiral column is reinforced with 16- a. 691 N c. 526 N
mm diameter longitudinal bars. Use Fy = 415 MPa and f’c b 754 N d. 831 N
= 27.5 MPa. 36. What is the reaction at B in Part 1?
28. Using a steel ratio of 1.7%, determine the minimum a. 652 N c. 704 N
number of bars. b. 503 N d. 456 N
a. 26 c. 24
b. 28 d. 22 SITUATION 13
For the truss shown in Figure 09, H = 12 kN, a = 1.5 m, b
29. Given: Axial dead load = 1800 kN = 4 m, and c = 3.5 m.
Axial live load = 1700 kN 37. Compute the total reaction at A in kN.
U = 1.2D + 1.6L a. 13.4 c. 12
Determine the minimum number of bars. b. 6 d. 9
a. 12 c. 16
b. 20 d. 18 38. Compute the total reaction at B in kN.
a. 6 c. 13.4
30. Determine the effective slenderness ratio of the b. 9 d. 12
column if the column length is 6 m and K = 0.5. Take I =
39. Calculate the force (kN) in member AE.
0.70Ig.
a. 8.98 C c. 4.19 C
a. 25.8 c. 21.5
b. 4.19 T d. 8.98 T
b. 20.0 d. 23.9
SITUATION 13
SITUATION 11
The beam shown in Figure 10 is subjected to a uniform
Given the following data of a concrete mix.
load of w = 8 kN/m and a concentrated load of P = 40 kN
Slump = 50 mm – 100 mm
applied at C. L1 = 1.20 m and L2 = 0.30 m
Water-cement ratio = 0.418
40. Calculate the bending moment at A.
Weight of water = 200 kg/m3
a. 5.76 kN.m c. 48 kN.m
Volume of coarse aggregate = 0.668 m3/m3
b. 53.76 kN.m d. 63.25 kN.m
Dry-rodded unit weight of coarse aggregate = 15
kN/m3 41. Calculate the twisting moment at A.
Unit weight of concrete = 23.5 kN/m3 a. 12 kN.m c. 24 kN.m
31. Compute the weight of dry rodded coarse aggregate. b. 40 kN.m d. 36 kN.m
a. 12 kN c. 10 kN 42. Calculate the shear at A.
b. 6 kN d. 8 kN a. 40 kN c. 52.4 kN
32. Compute the combined weight of cement and water. b. 9.6 kN d. 49.6 kN
a. 6.7 kN c. 8.4 kN SITUATION 14
b. 9.3 kN d. 7.3 kN A 15-m long prestressed pile to be lifted by two cables.
33. Compute the dry weight of sand. 43. At what distance from the pile ends must each cable
a. 6.2 kN c. 5.7 kN be placed so that the maximum shear is the least possible
b. 7.4 kN d. 6.8 kN value?
a. 4.39 c. 2.75
SITUATION 12
b. 3.75 d. 3.11
A 120-kg man crosses the 4 m long beam as shown in the
figure 08. The coefficients of static friction at A and B are 44. At what distance from the pile ends must each cable
0.40 and 0.20, respectively. Neglect the weight of the be placed so that the maximum moment is the least
beam. θ = 30° possible value?
3
 Republic of the Philippines BATTERY – 1
DESIGN AND CONSTRUCTION
University of Eastern Philippines
SET - A
College of Engineering
CIVIL ENGINEERING DEPARTMENT Prepared by:
University Town, Northern Samar Engr. JONATHAN C. BULAGAO
a. 3.11 c. 3.75 a. 14.4 c. 10.2
b. 4.39 d. 2.75 b. 12.2 d. 11.4
45. With one end of the pile resting on the ground, at what SITUATION 17
distance from the other end must the cable be placed so Two channels are welded at the trip of their flanges to
that the maximum moment is the least possible value? form a box column shown in Figure 12.
a. 2.75 c. 4.39 Properties of one channel section:
b. 3.11 d. 3.75 A = 5,690 mm2 tw = 17 mm
SITUATION 15 d = 254 mm x = 16.5 mm
A cylindrical tank having a diameter of 2 m and wall bf = 77 mm Ix = 42.87 x 106 mm4
thickness of 3 mm is filled with 2.4 m deep of water. tf = 11 mm Iy = 1.64 x 106 mm4
46. Calculate the maximum circumferential stress in the The column is 6 m long hinged at both ends (k = 1.0). Use
tank. Fy = 248 MPa.
a. 7.85 MPa c. 3.92 MPa 52. Calculate the axial load P to avoid buckling of the
b. 6.25 MPa d. 3.12 MPa column.
a. 2460 kN c. 2610 kN
47. If the tank is supported at the top only, calculate the b. 2820 kN d. 2150 kN
maximum longitudinal stress.
a. 3.12 MPa c. 0 53. Calculate the axial load P to avoid yielding of the
b. 3.92 MPa d. 7.85 MPa column.
a. 2150 kN c. 2820 kN
48. If the tanks is supported at the top and bottom, b. 2460 kN d. 2610 kN
calculate the maximum longitudinal stress.
a. 7.85 MPa c. 3.92 MPa 54. Calculate the safe load P based on NSCP
b. 3.12 MPa d. 0 MPa specifications.
a. 1230 kN c. 980 kN
SITUATION 16
b. 1060 kN d. 750 kN
The figure shows in Figure 11, a prestressed hallow core
slab used for flooring of a library. SITUATION 18
Given the following properties of slab: A W350 x 90 is used as a beam. Given the following data:
A = 1.4 x 106 mm2 a = 1.20 m Properties of W350 x 90:
6
St = Sb = 6.8 x 10 mm 3
b = 200 mm bf = 250 mm Ix = 266 x 106 mm4
Slab weight = 2.7 kPa Live Load = 2.9 kPa d = 350 mm Iy = 44.5 x 106 mm4
Superimposed Dead load = 2 kPa tf = 16 mm rt = 69 mm
Prestressing force = 820 kN at e = 63 mm below NA tw = 10 mm A = 11,550 mm2
The slab is simply supported on a span of 8 m. Allowable Yield strength of steel, Fy = 248 MPa
stresses at service loads are 2.0 MPa in tension and 15.5 Allowable flexural stress, Fb = 0.6Fy
MPa in compression. Consider 15% loss of prestress at Allowable web shear stress, Fv = 0.4Fy
service loads. Allowable horizontal shear stress = 105 MPa
49. Calculate the stress at the top fiber of the slab at the 55. Compute the flexural capacity of the beam.
ends due to initial prestress force. a. 254 kN.m c. 204 kN.m
a. 5.92 MPa C c. 1.74 MPa T b. 226 kN.m d. 289 kN.m
b. 13.45 MPa C d. 7.32 MPa C 56. Compute the web shear capacity of the beam.
50. Calculate the stress at the top fiber of the slab at a. 368 kN c. 302 kN
midspan due to loads and prestress force. b. 347 kN d. 351 kN
a. 9.25 MPa C c. 13.4 MPa T 57. Compute the horizontal shear capacity at the neutral
b. 10.8 MPa T d. 7.50 MPa C axis of the beam.
51. Calculate the maximum total (in kN/m) including its a. 302 kN c. 351 kN
own weight, that the slab can be subjected to if the b. 368 kN d. 347 kN
allowable stresses at service loads are not to be exceeded.
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 Republic of the Philippines BATTERY – 1
DESIGN AND CONSTRUCTION
University of Eastern Philippines
SET - A
College of Engineering
CIVIL ENGINEERING DEPARTMENT Prepared by:
University Town, Northern Samar Engr. JONATHAN C. BULAGAO
SITUATION 19 65. What length of beam must be loaded by a uniformly
Given the following data for a circular column: distributed load for maximum positive moment?
Column diameter = 800 mm a. 2 m c. 7 m
Clear concrete cover to 12 mm ties bar = 40 mm b. 5 m d. 10 m
Main longitudinal bars = 8-28 mm 66. What length of beam must be loaded by a uniformly
Spacing of ties = 70 mm distributed load for maximum negative moment?
Reduction factor = 0.75 a. 2 m c. 7 m
Factored axial load = 800 kN b. 5 m d. 10 m
58. Calculate the nominal shear strength provided by
SITUATION 22
concrete using the simplified calculation.
On the pouring the slab at a rest room, the following
a. 461 kN c. 344 kN
b. 402 kN d. 519 kN materials are to be used in the proportions 1:2:3 by
volume with water cement ratio of 0.8 by volume.
59. Calculate the nominal shear strength provided by Determine the quantities of materials required if said
shear reinforcement. element requires 0.761 cubic meters of concrete.
a. 568 kN c. 497 kN Materials Specific Gravity Unit Weight
b. 355 kN d. 426 kN
Cement 3.14 94 pcf
60. Calculate the design shear strength of the column. Sand 2.65 110 pcf
a. 621 kN c. 719 kN Gravel 2.60 100 pcf
b. 816 kN d. 524 kN
SITUATION 20 67. Find the approximate weight of water and cement.
The section of a T-beam shown in Figure 13. The beam is a. 863.52 lbs c. 735.43 lbs
reinforced with eight-28 mm diameter tension bars and b. 925.12 lbs d. 645.46 lbs
four-28 mm diameter compression bars with fy = 415 68. Find the required weight of coarse aggregate.
MPa. The stirrups provided are 12 mm in diameter with a. 1800 lbs c. 1750 lbs
fyh = 275 MPa. Clear concrete cover is 40 mm. f’c = 21 b. 2500 lbs d. 1320 lbs
MPa. The nominal shear stress of concrete section is 0.88
69. Find the required amount of sand to be mixed.
MPa. h1 = 143 mm, h2 = 457 mm, a = 55 mm.
a. 1680 lbs c. 1320 lbs
61. What is the minimum value of bw according to NSCP?
b. 1750 lbs d. 1235 lbs
a. 291 mm c. 325 mm
b. 254 mm d. 300 mm SITUATION 23
A box steel column was formed by welding together the
62. Calculate the nominal shear strength provided by
edges of two identical channels (C10 x 30) whose
concrete.
properties listed below.
a. 145 kN c. 121 kN
w = 44.76 kg/m A = 5690 mm2
b. 129 kN d. 133 kN
bf = 77 mm tf = 11.1 mm
63. If the stirrups are spaced at 100 mm on centers, d = 254 mm tw = 17.10 mm
calculate the design shear strength of the beam. Use θ = x = 16.48 mm Ix = 42.872 x 106 mm4
0.75. 3
Sx = 337.57 x 10 mm 3
rx = 86.8 mm
a. 448 kN c. 336 kN 6
Iy= 1.64 x10 mm 4
Sy = 27.10 x 103 mm3
b. 444 kN d. 333 kN Ry = 16.98 mm
SITUATION 21
A 12 m long beam is simply supported at the left end and Sidesway is prevented along its resulting weaker by the
at 2 m from the right end. use of diagonal tension rods so that k = 1.0 while sway
64. What length of beam must be loaded by a uniformly takes place along the stronger axis so that k = 1.2.
distributed load for maximum shear at midspan? Column is 4 m long.
a. 2 m c. 7 m 70. Find the maximum axial stress in the column if it
b. 5 m d. 10 m subjected to an axial load of 900 kN.

5
 Republic of the Philippines BATTERY – 1
DESIGN AND CONSTRUCTION
University of Eastern Philippines
SET - A
College of Engineering
CIVIL ENGINEERING DEPARTMENT Prepared by:
University Town, Northern Samar Engr. JONATHAN C. BULAGAO
a. 76.66 MPa c. 71.18 MPa
b. 79.09 MPa d. 86.42 MPa
71. Find the maximum bending stress due to a 270 kN.m
moment about the stronger axis.
a. 399.91 MPa c. 299.45 MPa
b. 235.20 MPa d. 234.94 MPa
72. Find the critical slenderness ratio of the column.
a. 10.32 c. 63.64
b. 6.48 d. 15.41
SITUATION 24 Figure 02
The hanger for each chandelier in the grand ballroom of a
five-star hotel is composed of a 2 m diameter ring
weighing 2.5 kN/m and is supported by 6 rods such that
said ring will be 3 m below the ceiling support.
73. Find the tension in each rod.
a. 1.716 kN c. 3.376 kN
b. 2.760 kN d. 2.460 kN
74. What is the minimum required diameter of each rod
without exceeding the allowable stress of 124 MPa?
a. 6.7 mm c. 3.9 mm Figure 03
b. 5.32 mm d. 4.4 mm
75. Find the vertical displacement of the metal ring.
a. 6.17 mm c. 3.09 mm
b. 2.07 mm d. 4.14 mm

Figure 04

Figure 01

Figure 05

6
 Republic of the Philippines BATTERY – 1
DESIGN AND CONSTRUCTION
University of Eastern Philippines
SET - A
College of Engineering
CIVIL ENGINEERING DEPARTMENT Prepared by:
University Town, Northern Samar Engr. JONATHAN C. BULAGAO

Figure 06
Figure 10

Figure 11

Figure 12
Figure 07

Figure 08

Figure 13

Figure 09
7
 Republic of the Philippines BATTERY – 1
DESIGN AND CONSTRUCTION
University of Eastern Philippines
SET - A
College of Engineering
CIVIL ENGINEERING DEPARTMENT Prepared by:
University Town, Northern Samar Engr. JONATHAN C. BULAGAO