ERRATA for PE Civil Structural Practice Exam ISBN Copyright 2014 (July 2016 Second Printing) Errata posted

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Marlene Ball
6 years ago
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1 Errata posted Revisions are shown in red. Question 521, p. 47: Question 521 should read as follows: 521. The W10 22 steel eam (Fy = 50 ksi) shown in the figure is only raced at the center of span. Work either the ASD or the LRFD version of the question, considering the most conservative instance. ASD The allowale flexural strength (ft-kips) of the eam is most nearly: (A) 45 (B) 51 (C) 56 (D) 65 LRFD The design moment capacity Mn (ft-kips) of the eam is most nearly: (A) 68 (B) 76 (C) 84 (D) 97

2 Errata posted Solution 521, p. 96: Solution 521 should read as follows: 521. The properties of a W10 22 are as follows: AISC, 14th ed., Tale 3-2. M x 97.5 ft-kips p p p M x/ω 64.9 ft-kips BF/Ω 2.68 kips (ASD) or BF 4.02 kips (LRFD) L L 4.7 ft 10 ft ASD: M x/ω BF(L L ) M /Ω p p n (10 4.7) 50.7 ft-kips LRFD: M x BF(L L ) M p p n (10 4.7) 76.2 ft-kips THE CORRECT ANSWER IS: (B) Previously posted errata continued on next page

3 Errata posted Revisions are shown in red. Solution 533, p. 96: Line 4 should read as follows: Allowale load 2( 13)(0.79) 21.2 kips Previously posted errata continued on next page

4 Revisions are shown in red. Question 509, p. 38: Question 509 should read as follows: A doule-tee supported y an L-eam is loaded as shown in the figure. Design Code: ACI 318: Building Code Requirements for Structural Concrete, The magnitude of the ultimate torsion (ft-kips) induced into the L-eam, y superimposed dead and live load applied on the doule-tee, is most nearly: (A) 18.7 (B) 21.4 (C) 28.6 (D) 32.8

5 Solution 509, p. 87: Solution 509 should read as follows: 15.5 in. 6 in. 9.5 in. u/dt W 1.2(10 psf ) 1.6(50 psf ) 15 ft 1,380 plf R 1 u/dt (1.38 klf )(60 ft) 41.4 kips in. Tu 41.4 kips 32.8 ft-kips 12 in./ft THE CORRECT ANSWER IS: (D) Question 513, p. 41: Question 513 should read as follows: The pipe memer shown in the figure has a constant section and the following properties: Outside diameter 10 in. Moment of inertia 90 in 4 Area 7 in 2 Neglecting the weight of the pipe, the maximum compressive stress (ksi) at the support is most nearly: (A) 2.9 (B) 4.9 (C) 13.3 (D) 16.2

6 Solution 513, p. 88: Solution 513 should read as follows: M N S S 20 kips 12 in. 5 in. 140 in.-kips 20 kips (140 in.-kips)(5 in.) Top tension flexure 7.8 ksi 4 90 in Bottom compression 20 kips axial 2.9 ksi tension 7 in2 Max compressive stress (at ottom): 7.8 ksi 2.9 ksi 4.9 ksi THE CORRECT ANSWER IS: (B) Solution 520, p. 91: Line 2 should read as follows: Two or more spans not exceeding 10 ft

7 Question 528, p. 52: Question 528 should read as follows: A connection is shown in the figure. Design Code: AISC: Steel Construction Manual, 14th edition. Material: A36 steel Assumptions: The olt is sufficient. The concrete is sufficient. The load P is equally distriuted along the entire 6-in.-long angle. The maximum load P (ASD) or Pn (LRFD) in kips that can e carried y the angle is most nearly: ASD LRFD (A) (B) (C) (D)

8 Solution 528, p. 94: Solution 528 should read as follows: By inspection P controls. M M F Z 1.6 M F y n p y x y 36 ksi y y x p y x p Sx 1/6 d 1/6 (6)(0.375) in M F S (36)(0.141) in.-kips Zx 1/4 d 1/4 (6)(0.375) in M F Z (36)(0.211) 7. 6 in.-kips governs Check M 1.6 M OK AISC ASD: M n / 7.6/ in.-kips Pallow AISC LRFD: M n 0.9(7.6) 6.84 in.-kips P 6.84 n THE CORRECT ANSWER IS: (C) y Previously posted errata continued on next page

9 Copyright 2014 (Octoer 2014 First Printing) Errata posted Revisions are shown in red. Solution 538, p. 98: Solution 538 should read as follows: Reference: AASHTO Section AASHTO prescriptively calls out to add ack a single flange overhang (not one on each side). L eff = 8.5 ft f + flange overhang = 8.5 ft 1.5 ft ft = 7.25 ft (7 ft 3in.) THE CORRECT ANSWER IS: (C)

UNIVERSITY OF AKRON Department of Civil Engineering

UNIVERSITY OF AKRON Department of Civil Engineering 4300:401-301 July 9, 2013 Steel Design Sample Quiz 2 1. The W10 x 54 column shown has both ends pinned and consists of A992 steel (F y = 50 ksi, F u