AISC-LRFD-3rd-Revisions-List-2003.pdf
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1、Revisions List, January 2003 Manual of Steel Construction Load and Resistance Factor Design 3rd Edition The following technical revisions and corrections have been made in the second printing of the Third Edition (January, 2003). To facil- itate the incorporation of revisions and corrections, this b
2、ooklet has been constructed using excerpts from revised pages, with cor- rections noted. The user may find it convenient in some cases to hand-write corrections; in others, a cut-and-paste approach may be more efficient. AMERICANINSTITUTE OF STEELCONSTRUCTION Copyright 2001 by American Institute of
3、Steel Construction, Inc. ISBN 1-56424-051-7 All rights reserved. This book or any part thereof must not be reproduced in any form without the written permission of the publisher. The information presented in this publication has been prepared in accordance with recognized engineering principles and
4、is for general information only. While it is believed to be accurate, this information should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability, and applicability by a licensed professional engineer, desig
5、ner, or architect. The publication of the material contained herein is not intended as a representation or warranty on the part of the American Institute of Steel Construction or of any other person named herein, that this information is suitable for any general or particular use or of freedom from
6、infringement of any patent or patents. Anyone making use of this information assumes all liability arising from such use. Caution must be exercised when relying upon other specifications and codes developed by other bodies and incorporated by reference herein since such material may be modified or a
7、mended from time to time subsequent to the printing of this edition. The Institute bears no responsibility for such material other than to refer to it and incorporate it by reference at the time of the initial publication of this edition. Printed in the United States of America First Printing: Novem
8、ber 2001 Second Printing: January 2003 Second Printing: January 2003 with revisions Revisions, 3rd Edition LRFD, 1st Printing 1 C47.252.134.0040.321 5/163/16 1.7213/40.296 5/163/4 21/21 5.41.580.184 3/161/8 1.5815/8 4.51.320.125 1/81/16 1.5815/8 C361.763.0030.356 3/83/16 1.6015/80.273 1/411/16 15/8
9、51.470.258 1/41/8 1.5011/2 4.11.200.170 3/161/8 1.4113/8 3.51.030.132 1/81/16 1.3713/8 Rev. 11/1/02 Rev. 11/1/02 11/16 L431/21/211.93.505.301.921.231.243.460.497 3/89.102.684.151.481.251.202.660.433 5/167.652.253.531.251.251.172.240.401 1/46.181.822.891.011.261.141.810.368 L435/813.63.996.012.281.23
10、1.374.080.810 1/211.13.255.021.871.241.323.360.747 3/88.472.493.941.441.261.272.600.683 5/167.122.093.361.221.271.252.190.651 1/45.751.692.750.9881.271.221.770.618 1117 15/16 13/16 3/4 11/16 15/16 13/16 3/4 11/16 Rev. 11/1/02 Page 1-36 Camber 1/8in.(total length, ft) 5 Sweep Due to the extreme varia
11、tions in fl exibility of these shapes, permitted variations for sweep are subject to negotiation between the manufacturer and purchaser for the individual sections involved. Rev. 11/1/02 Page 1-151 larger than those for steel-to-steel structural bolting applications (see Table 14-2 for maxi- mum anc
12、hor-rod hole sizes). Accordingly, washers used in such applications are generally larger and may require design consideration for proper force transfer, particularly when the anchorage is subject to tension. See Table 14-2 for anchor-rod washer sizes. Rev. 11/1/02 Page 2-28, Under the heading Washer
13、s Concrete Framing Interior and exterior spans of precast systems with cast-in-place joints resulting in restraint equivalent to that which would exist in concrete framing b(i) All types of prefabricated floor or roof systems where the structural members are secured to such systems and the potential
14、 thermal expansion of the floor or roof systems is resisted by the framing system or the adjoining floor or roof constructionb restrained restrained Rev. 11/1/02 Page 2-47 Fy= 36 ksiAg= 3.75 in.2 Fu= 58 ksiy = 1.18 rz=0.776 in. Rev. 11/1/02 Page 3-7, Given variables should include: Lmax= 300 rz = 30
15、0 (0.776 in.) 12 in./ft = 19.4 ft Rev. 11/1/02 Page 3-8 REVISIONS MANUAL OF STEEL CONSTRUCTION LOAD AND RESISTANCE FACTOR DESIGN Third Edition, First Printing The follwing is a summary of revisions to the first printing of the Manual of Steel Construction, Load and Resistance Factor Design, 3rd Edit
16、ion. All revisions have been incorporated into the second printing of the Manual. Full-page replacements to the affected pages are available through the AISC website at www.aisc.org/revisions Revisions, 3rd Edition LRFD, 1st Printing 2 Gtop= ? l L ? c ? l L ? g = (1.00) ?881in.4 14ft ? 2 ?800in.4 35
17、ft ? = 1.38 Gbottom= ? l L ? c ? l L ? g = (1.00) 2 ?881in.4 14ft ? 2 ?1,360in.4 35ft ? = 1.62 From LRFD Commentary Figure C-C2.2b, K 1.5. (KL)y eq= (KL)x rx ry = 1.5(14ft) 2.44 = 8.61ft Rev. 11/1/02 Page 4-10 Gtop= ? ? l L ? c ? ? l L ? g = (0.85) 2 ?881in.4 14ft ? 2 ?1,360in.4 35ft ? = 1.38 Gbotto
18、m= 10(pinned end) From LRFD Commentary Figure C-C2.2b, K 2.0. (KL)y eq= (KL)x rx ry = 2.0(14ft) 2.44 = 11.48ft From Table 4-2, cPn 814kips 600kipso.k. Thus, the W1482 compression member is adequate. Solution b:Asdeterminedinsolutiona,forthecolumnsegmentbetweentheroofand the fl oor, cPn 898kips As de
19、termined in solution a, for the column segment between the fl oor and the foundation, Gtop= 1.38 and Rev. 11/1/02 Page 4-11 From Table 4-2, cPn 898kips 250kipso.k. Rev. 11/1/02 Revisions, 3rd Edition LRFD, 1st Printing 3 Page 4-11, Continued From LRFD Commentary Figure C-C2.2b, K 1.4. (KL)y eq= (KL)
20、x rx ry = 1.4(14ft) 2.44 = 8.03ft Rev. 11/1/02 Page 4-12 From Table 4-2, cPn 913kips 11/1/02 Rev. Pages 4-21 through 4-27 g, 35 33096 5080 095 66 Ix, in.4138012401110999881795722640541484428 Iy, in.449544740236214813412110757.751.445.2 ry, in.3.743.733.713.702.482.482.462.451.921.911.89 Ratio rx/ry1
21、.671.671.661.662.442.442.442.443.073.063.08 Pex(KL)2/1043950035500318002860025200228002070018300155001390012300 Pey(KL)2/104142001280011500104004240384034603060165014701290 For W1499 and W1490, fl ange is non-compact. For W1443, web may be non-compact for combined axial compression and fl exure; see
22、 AISC LRFD Specifi cation Section B5. Note: Heavy line indicates Kl/r equal to or greater than 200. Rev. 11/1/02 Pages 4-96 through 4-110, Table 4-12 The values presented in Table 4-12 are conservative, as they were calculated for a smaller concrete area than permitted. For values based on the full
23、permitted concrete area, please download the replacement table at www.aisc.org/revisions Pages 4-111 through 4-127, Table 4-13 The values presented in Table 4-13 are conservative, as they were calculated for a smaller concrete area than permitted. For values based on the full permitted concrete area
24、, please download the replacement table at www.aisc.org/revisions Page 5-13 From LRFD Specifi cation Section F2, the shear yielding design strength vVnis vVn= v0.6Fydtw = 0.9(0.6)(50ksi)(17.9in.)(0.315in.) = 152kips Rev. 11/1/02 Page 5-14 As determined in solution a, the shear yielding design streng
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