Reinforced Concrete , Nawy Edward ,Solution Manual Reinforced Concrete Nawy,For onesemester, juniorseniorlevel and graduate courses in Reinforced Concrete in the department of civil engineering.Now reflecting the new 2008 ACI 31808 Code and the new International Building Code (IBC2006), the Sixth Edition of this cuttingedge text has been extensively revised to present stateoftheart developments in reinforced concrete. It analyzes the design of reinforced concrete members through a unique and practical stepbystep trial and adjustment procedure. The narrative is supplemented with flowcharts to guide students logically through the learning process. Ample photographs of instructional testing of concrete members decreases the need for actual laboratory testing. See more at: http:catalogue.pearsoned.co.ukeducatorproductInstructorsSolutionsManualforReinforcedConcreteInternationalEdition6E9780131361706.pagesthash.v7XHBA0n.dpuf
INSTRUCTOR’S SOLUTIONS MANUAL REINFORCED CONCRETE A FUNDAMENTAL APPROACH SIXTH EDITION EDWARD G NAWY Pearson Education International Vice President and Editorial Director, ECS: Marcia J Horton Senior Editor: Holly Stark Associate Editor: Dee Bernhard Editorial Assistant: Jennifer Lonschein/Alicia Lucci Director of Team-Based Project Management: Vince O’Brien Senior Managing Editor: Scott Disanno Art Director: Kenny Beck Cover Designer: Kristine Carney Art Editor: Greg Dulles Manufacturing Manager: Alan Fischer Manufacturing Buyer: Lisa McDowell This work is protected by United States copyright laws and is provided solely for the use of instructors in teaching their courses and assessing student learning Dissemination or sale of any part of this work (including on the World Wide Web) will destroy the integrity of the work and is not permitted The work and materials from it should never be made available to students except by instructors using the accompanying text in their classes All recipients of this work are expected to abide by these restrictions and to honor the intended pedagogical purposes and the needs of other instructors who rely on these materials Copyright © 2009 by Pearson Education, Inc., Upper Saddle River, New Jersey 07458 All rights reserved This publication is protected by Copyright and permission should be obtained from the publisher prior to any prohibited reproduction, storage in a retrieval system, or transmission in any form or by any means, electronic, mechanical, photocopying, recording, or likewise For information regarding permission(s), write to: Rights and Permissions Department Pearson Education Ltd., London Pearson Education Singapore, Pte Ltd Pearson Education Canada, Inc Pearson Education–Japan Pearson Education Australia PTY, Limited Pearson Education North Asia, Ltd., Hong Kong Pearson Educación de Mexico, S.A de C.V Pearson Education Malaysia, Pte Ltd Pearson Education, Upper Saddle River, New Jersey 10 ISBN-13: 978-0-13-136170-6 ISBN-10: 0-13-136170-8 CONTENTS Please note that there are no solutions for Chapters through Solutions begin with Chapter Chapter Flexure in Beams, 1–41 Chapter Shear and Diagonal Tension in Beams, 42–82 Chapter Torsion, 83–111 Chapter Serviceability of Beams and One-Way Slabs, 112–143 Chapter Combined Compression and Bending: Columns, 144–205 Chapter 10 Bond Development of Reinforcing Bars, 206–221 Chapter 11 Design of Two-Way Slabs and Plates, 222–262 Chapter 12 Footings, 263–281 Chapter 13 Continuous Reinforced Concrete Structures, 282–312 Chapter 14 Introduction to Prestressed Concrete, 313–329 Chapter 15 LRFD AASHTO Design of Concrete Bridge Structures, 330–368 Chapter 16 Seismic Design of Concrete Structures, 369–395 Chapter 17 Strength Design of Masonry Structures, 396–421 v iii 5.1 For the beam cross-section shown in Fig 5.33 determine whether the failure of the beam will be initiated by crushing of concrete or yielding of steel Given: f c¿ ϭ 3000 psi 120.7 MPa2 for case 1a2, A s ϭ in.2 f c¿ ϭ 6000 psi 141.4 MPa2 for case 1b2, A s ϭ in.2 fy ϭ 60,000 psi 1414 MPa2 Also determine whether the section satisfies ACI Code requirements Figure 5.33 Solution: (a) The following information is given: b d dt f c fy As = = = = = = in 18 in 16 in 3000 psi 60,000 psi in2 section width section depth depth to reinforcement required compression strength steel strength steel area First, determine the value for 1 using equation 5.9 1 = 0.85 (2500 < f c 4000 ) Then calculate the depth of the compression block a = As f y 0.85 f c b (1)(60,000) = 0.85(3000)(8) = 2.94 in 1 Calculate the depth to the neutral axis using 1 and a a 1 2.94 = 0.85 = 3.46 in c = Then find the ratio of c and dt c dt 3.46 16 = 0.216 = Since this value is less than 0.375, the flexure is tension controlled and the steel yields before the concrete crushes To determine if the section meets ACI Code requirements, calculate the reinforcement ratio = As bd (8)(16) = 0.0078 = This value must be greater than the larger of 3000 60,000 200 60,000 f c fy and 200 fy = 0.0027 = 0.0033 Since 0.0078 > 0.0033, the section satisfies the ACI Code (b) The following information is given: b d dt f c fy As = = = = = = in 18 in 16 in 6000 psi 60,000 psi in.2 section width section depth depth to reinforcement required compression strength steel strength steel area 2 First, determine the value for 1 using equation 5.9 1 = f 4000 0.85 0.05 c , (4000 < f c 8000) 1000 6000 4000 0.85 0.05 1000 = 0.75 = Then calculate the depth of the compression block a = As f y 0.85 f c b (6)(60,000) = 0.85(6000)(8) = 8.82 in Calculate the depth to the neutral axis using 1 and a a 1 8.82 = 0.75 = 11.76 in c = Then find the ratio of c and dt c dt 11.76 16 = 0.735 = Since this value is greater than 0.6, the flexure is compression controlled and the concrete crushes before the steel yields 3 405 406 407 408 409 410 411 412 413 414 415 416 417 418 419 [...]... carry a live load of 100 psf and an external dead load of 50 psf The slab is simply supported over a span of 12 ft Given: f c¿ ϭ 4000 psi 127.6 MPa2, normal-weight concrete fy ϭ 60,000 psi 1414 MPa2 Solution: Design as a 1 ft wide, singly reinforced section L 12 12 = = 7.2 in, so try a depth of 8 in Assume for 20 20 flexure an effective depth d = 7 in Calculate the self weight The minimum depth for... Given: f c¿ ϭ 6000 psi 141.4 MPa2, normal-weight concrete fy ϭ 60,000 psi 1414 MPa2 1500 21.9 600 8.7 (a) 7500 33.4 7500 33.4 15,000 (66.7 kN) (b) (c) Figure 5.36 span = 20 ft (a) Distributed dead load (including self weight) = 600 lb/ft Distributed live load of 1500 lb/ft (b) Point load at mid span of 15,000 lb (c) Point loads at 5 and 15 ft of 7500 lb Solution: (a) Calculate the factored load factored... stresses in the compression steel, f s¿, for the cross sections shown in Fig 5.38 Also compute the nominal moment strength for the section in part (b) Given: f c¿ ϭ 7000 psi 148.3 MPa2, normal-weight concrete fy ϭ 60,000 psi 1414 MPa2 18 (457.2 mm) 10 9 in (228.6 mm) 30 in (762 mm) 2.0 50.8 10 2.0 in (50.8 mm) 15 in (381 mm) Figure 5.38 (a) Calculate the steel areas As As = (3)(1.27) = 3.81 in2 =... 25 26 27 28 5.10 At failure, determine whether the precast sections shown in Fig 5.39 will act similarly to rectangular sections or as flanged sections Given: f c¿ ϭ 4000 psi 127.6 MPa2, normal-weight concrete fy ϭ 60,000 psi 1414 MPa2 2 in (50.8 mm) 8 8 30 in (763 mm) 508 12 in (304.8 mm) 20 8 in (203.2 mm) 20 4 in (101.6 mm) 508 9 Figure 5.39 (a) Calculate the compression block dimensions assuming