Structural Engineering (SE) Practice
Examination Questions And Correct
Answers (Verified Answers) Plus Rationales
2026 Q&A | Instant Download Pdf
1. A steel roof beam spans 30 ft with a tributary width of 8 ft. The dead load
(including beam self-weight) is 35 psf, roof live load is 20 psf, and snow load
is 55 psf. Using ASCE 7 load combinations for strength design, the governing
factored uniform load (lb/ft) is most nearly:
A. 880 lb/ft
B. 980 lb/ft
C. 1,040 lb/ft
D. 1,120 lb/ft
Answer: D
Rationale: The maximum factored load combination for a roof per ASCE 7 is 1.2D
+ 1.6S + 0.5Lr. Factored area load = 1.2(35) + 1.6(55) + 0.5(20) = 42 + 88 + 10 =
140 psf. Uniform load = 140 psf × 8 ft = 1,120 lb/ft.
2. For a cast-in-place concrete beam in a parking garage exposed to deicing
chemicals, ACI 318 requires a minimum concrete cover for primary
reinforcement of:
A. 1.5 in.
B. 2.0 in.
C. 2.5 in.
D. 3.0 in.
Answer: B
Rationale: Per ACI 318, for beams, columns, pedestals, and tension ties cast
against earth and exposed to deicing chemicals, the minimum cover is 2 in.
, 3. A simply supported steel beam carries a concentrated load at midspan that
produces a maximum moment of 30 kip-ft. Using LRFD with φb = 0.90 and
A992 steel (Fy = 50 ksi), the required plastic section modulus Z (in³) is most
nearly:
A. 6.7 in³
B. 8.0 in³
C. 8.9 in³
D. 10.7 in³
Answer: B
Rationale: Mu = 30 kip-ft = 360 kip-in. φMn = φFyZ → Z = Mu/(φFy) = 360/(0.9 ×
50) = 8.0 in³.
4. A cantilever retaining wall is subjected to a triangular active earth pressure
distribution with maximum pressure at the base. The resultant lateral force
acts at a distance above the base equal to:
A. H/2
B. H/3
C. 2H/3
D. H/4
Answer: B
Rationale: For a triangular pressure distribution increasing linearly with depth,
the centroid and thus the resultant force is located at one-third of the height
from the base, i.e., H/3 above the base.
5. A W14×90 column (Ag = 26.5 in², ry = 3.70 in) is 15 ft tall and pinned at both
ends (K = 1.0). Using AISC provisions with Fy = 50 ksi and E = 29,000 ksi, the
design compressive strength φPn (kips) is most nearly:
A. 780 kips
B. 1,000 kips
C. 1,220 kips
D. 1,450 kips
,Answer: B
Rationale: KL/ry = (15×12)/3.70 = 48.65; Fe = π²E/(KL/r)² = 9.87×29,000/2367 =
120.9 ksi. Since KL/r < 4.71√(E/Fy) = 113, Fcr = 0.658^(Fy/Fe) Fy =
0.658^(0.4135)×50 = 42.1 ksi. Pn = 42.1 × 26.5 = 1,115 kips. φPn = 0.9 × 1,115 ≈
1,004 kips.
6. A reinforced concrete beam has a width of 14 in and effective depth 20 in. It
is reinforced with three No. 8 bars (As = 2.37 in²). Given f′c = 4,000 psi and
fy = 60,000 psi, the nominal moment strength Mn (kip-ft) computed by the
ACI simplified stress block is most nearly:
A. 180 kip-ft
B. 220 kip-ft
C. 250 kip-ft
D. 280 kip-ft
Answer: B
Rationale: a = As fy / (0.85 f′c b) = 2.37×60 / (0.85×4×14) = 2.99 in. Mn = As fy (d
− a/2) = 2.37×60×(20−1.495) = 2,632 kip-in = 219.3 kip-ft.
7. According to ASCE 7, the basic wind speed for a building assigned to Risk
Category II in a hurricane-prone region corresponds to a mean recurrence
interval (MRI) of:
A. 100 years
B. 300 years
C. 700 years
D. 1,700 years
Answer: C
Rationale: ASCE 7-16 and later editions map ultimate wind speeds for Risk
Category II structures to a 700-year MRI in both hurricane-prone and
non-hurricane areas.
8. For a simply supported steel beam subjected to a uniformly distributed load
w over its entire length L, the maximum midspan deflection is directly
proportional to:
, A. wL⁴/EI
B. wL³/EI
C. 5wL⁴/384EI
D. wL²/EI
Answer: A
Rationale: The deflection formula is δmax = 5wL⁴/(384EI), so δmax ∝ wL⁴/EI.
The constant multiplier does not affect the proportionality.
9. In a concentrically braced frame designed according to AISC Seismic
Provisions, the expected yield strength of an ASTM A500 Grade C square
HSS brace (Fy = 50 ksi) is determined using a Ry factor of:
A. 1.1
B. 1.3
C. 1.4
D. 1.5
Answer: C
Rationale: AISC Seismic Provisions Table A3.1 lists Ry = 1.4 for ASTM A500 Gr. C
HSS (round and square).
10.A 30-ft tall steel moment-resisting frame has a fundamental period of 0.8 s.
The mapped MCE spectral acceleration at a 1-second period, S1, is 0.60g.
The site is classified as Site Class D. The design spectral acceleration SD1 (g)
is most nearly:
A. 0.40g
B. 0.50g
C. 0.60g
D. 0.72g
Answer: C
Rationale: For Site Class D and S1 = 0.60, Fv = 1.5 per ASCE 7 Table 11.4-2. SM1 =
Fv S1 = 1.5 × 0.60 = 0.90g. SD1 = (2/3) SM1 = (2/3)×0.90 = 0.60g.
11.A column in a steel braced frame is subjected to an axial compression of
200 kips and a bending moment of 80 kip-ft about the strong axis. Using
Examination Questions And Correct
Answers (Verified Answers) Plus Rationales
2026 Q&A | Instant Download Pdf
1. A steel roof beam spans 30 ft with a tributary width of 8 ft. The dead load
(including beam self-weight) is 35 psf, roof live load is 20 psf, and snow load
is 55 psf. Using ASCE 7 load combinations for strength design, the governing
factored uniform load (lb/ft) is most nearly:
A. 880 lb/ft
B. 980 lb/ft
C. 1,040 lb/ft
D. 1,120 lb/ft
Answer: D
Rationale: The maximum factored load combination for a roof per ASCE 7 is 1.2D
+ 1.6S + 0.5Lr. Factored area load = 1.2(35) + 1.6(55) + 0.5(20) = 42 + 88 + 10 =
140 psf. Uniform load = 140 psf × 8 ft = 1,120 lb/ft.
2. For a cast-in-place concrete beam in a parking garage exposed to deicing
chemicals, ACI 318 requires a minimum concrete cover for primary
reinforcement of:
A. 1.5 in.
B. 2.0 in.
C. 2.5 in.
D. 3.0 in.
Answer: B
Rationale: Per ACI 318, for beams, columns, pedestals, and tension ties cast
against earth and exposed to deicing chemicals, the minimum cover is 2 in.
, 3. A simply supported steel beam carries a concentrated load at midspan that
produces a maximum moment of 30 kip-ft. Using LRFD with φb = 0.90 and
A992 steel (Fy = 50 ksi), the required plastic section modulus Z (in³) is most
nearly:
A. 6.7 in³
B. 8.0 in³
C. 8.9 in³
D. 10.7 in³
Answer: B
Rationale: Mu = 30 kip-ft = 360 kip-in. φMn = φFyZ → Z = Mu/(φFy) = 360/(0.9 ×
50) = 8.0 in³.
4. A cantilever retaining wall is subjected to a triangular active earth pressure
distribution with maximum pressure at the base. The resultant lateral force
acts at a distance above the base equal to:
A. H/2
B. H/3
C. 2H/3
D. H/4
Answer: B
Rationale: For a triangular pressure distribution increasing linearly with depth,
the centroid and thus the resultant force is located at one-third of the height
from the base, i.e., H/3 above the base.
5. A W14×90 column (Ag = 26.5 in², ry = 3.70 in) is 15 ft tall and pinned at both
ends (K = 1.0). Using AISC provisions with Fy = 50 ksi and E = 29,000 ksi, the
design compressive strength φPn (kips) is most nearly:
A. 780 kips
B. 1,000 kips
C. 1,220 kips
D. 1,450 kips
,Answer: B
Rationale: KL/ry = (15×12)/3.70 = 48.65; Fe = π²E/(KL/r)² = 9.87×29,000/2367 =
120.9 ksi. Since KL/r < 4.71√(E/Fy) = 113, Fcr = 0.658^(Fy/Fe) Fy =
0.658^(0.4135)×50 = 42.1 ksi. Pn = 42.1 × 26.5 = 1,115 kips. φPn = 0.9 × 1,115 ≈
1,004 kips.
6. A reinforced concrete beam has a width of 14 in and effective depth 20 in. It
is reinforced with three No. 8 bars (As = 2.37 in²). Given f′c = 4,000 psi and
fy = 60,000 psi, the nominal moment strength Mn (kip-ft) computed by the
ACI simplified stress block is most nearly:
A. 180 kip-ft
B. 220 kip-ft
C. 250 kip-ft
D. 280 kip-ft
Answer: B
Rationale: a = As fy / (0.85 f′c b) = 2.37×60 / (0.85×4×14) = 2.99 in. Mn = As fy (d
− a/2) = 2.37×60×(20−1.495) = 2,632 kip-in = 219.3 kip-ft.
7. According to ASCE 7, the basic wind speed for a building assigned to Risk
Category II in a hurricane-prone region corresponds to a mean recurrence
interval (MRI) of:
A. 100 years
B. 300 years
C. 700 years
D. 1,700 years
Answer: C
Rationale: ASCE 7-16 and later editions map ultimate wind speeds for Risk
Category II structures to a 700-year MRI in both hurricane-prone and
non-hurricane areas.
8. For a simply supported steel beam subjected to a uniformly distributed load
w over its entire length L, the maximum midspan deflection is directly
proportional to:
, A. wL⁴/EI
B. wL³/EI
C. 5wL⁴/384EI
D. wL²/EI
Answer: A
Rationale: The deflection formula is δmax = 5wL⁴/(384EI), so δmax ∝ wL⁴/EI.
The constant multiplier does not affect the proportionality.
9. In a concentrically braced frame designed according to AISC Seismic
Provisions, the expected yield strength of an ASTM A500 Grade C square
HSS brace (Fy = 50 ksi) is determined using a Ry factor of:
A. 1.1
B. 1.3
C. 1.4
D. 1.5
Answer: C
Rationale: AISC Seismic Provisions Table A3.1 lists Ry = 1.4 for ASTM A500 Gr. C
HSS (round and square).
10.A 30-ft tall steel moment-resisting frame has a fundamental period of 0.8 s.
The mapped MCE spectral acceleration at a 1-second period, S1, is 0.60g.
The site is classified as Site Class D. The design spectral acceleration SD1 (g)
is most nearly:
A. 0.40g
B. 0.50g
C. 0.60g
D. 0.72g
Answer: C
Rationale: For Site Class D and S1 = 0.60, Fv = 1.5 per ASCE 7 Table 11.4-2. SM1 =
Fv S1 = 1.5 × 0.60 = 0.90g. SD1 = (2/3) SM1 = (2/3)×0.90 = 0.60g.
11.A column in a steel braced frame is subjected to an axial compression of
200 kips and a bending moment of 80 kip-ft about the strong axis. Using
