Practice FE-style Civil questions through interactive engineering problems with guided reasoning and detailed solutions.
Adding the shear stress directly to the larger normal stress gave 110 MPa. Principal stress comes from Mohr-circle geometry and was only 92.4 MPa.
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Adding the shear stress directly to the larger normal stress gave 110 MPa. Principal stress comes from Mohr-circle geometry and was only 92.4 MPa.
The polar moment was correct, but shear stress was evaluated at half the outer radius. Maximum torsional stress occurs at the outside surface and was 50.9 MPa.
The stress was correct, but only half the member length was used in the deformation equation. The full bar stretched 0.80 mm.
The hydraulic gradient was correct, but the plan-view area was used instead of the area perpendicular to groundwater flow. The aquifer moved 1,500 ft³/day.
The basin received 21,600 ft³ during the design interval, but 9,000 ft³ left through the outlet at the same time. Required storage was only the net 12,600 ft³.
The rainfall intensity and drainage area were correct, but the runoff coefficient was omitted. The design peak runoff was 60.5 cfs, not 100.8 cfs.
The geometric concrete volume was 74.1 yd³, but the purchase order had to include 8% waste. The correct order quantity was 80 yd³.
Actual cost was divided by earned value, producing 1.33 and a false impression of good performance. CPI is EV/AC, so the project was only at 0.75.
The shorter branch finished in 12 days, but project completion waited on the longer A-B-D-F path. The correct duration was 16 days.
The project generated 306 total trips in the PM peak hour, but only 65% were entering. The inbound design demand was about 199 veh/h.
The spacing was 132 ft per vehicle, but 45 mph was treated as 45 ft/s. Correct unit conversion gives density 40 veh/mi and flow 1,800 veh/h/lane.
The design speed was correct, but superelevation was omitted. Including both superelevation and side friction reduced the required curve radius to about 833 ft.
Using only the surcharge term gave 331 kPa. The width-dependent soil-weight term raised the gross ultimate bearing capacity to about 614 kPa.
Total overburden at 7 m was 134 kPa, but pore water carried 39.2 kPa. The soil skeleton carried only 94.8 kPa effective stress.
Using wet density as dry density produced e=0.50. Correcting for 20% water content gave e=0.80 and 67.5% saturation.
The flow area alone was not enough. Hydraulic radius and slope set the channel discharge.
The pipe stayed level. Velocity increased from 2 to 6 m/s, and pressure fell from 300 to 284 kPa.
The diameter fell by half. The velocity did not merely double—it rose from 1.5 to 6.0 m/s.
The water was motionless, but pressure still increased with depth.
The steel strength was not the first limit. Slender-column instability governed near 497 kips.
The total load was 30 kips. Multiplying by half the span produced the wrong bending moment.
The floor load was 50 psf. The beam did not carry 50 lb/ft—it carried 400 lb/ft.
Each support reaction was only 6 kN, yet each inclined top member carried about 8.49 kN.
The total load was 28 kN, but the support reactions were not 14 kN each.
A 10 kN load was shared by two cables, but each cable still carried 10 kN of tension.
Choose a topic, solve the problem before seeing the conclusion, and use the final reasoning trail to identify where your original assumption was supported or needed revision. The goal is not only to reach the answer, but to understand the engineering check behind it.