Hi s career al AISC began as a District Engineer in Pittsburgh, where he marketed to architects and engineers by providin g them with the latesl techni ca l information on structural steel. He joined AISC in 1959, after working as a structural designer fo r firms in Philadelphia and New York. After retiring from A ISC in 199 1, Bab continued to be ¡nvol ved with the Cornmittee as a member. Steel, as hi s friends on (he Co rnmittee caH hi m, worked c10sely with the Cornmiuee on Manu als, developing the 1st Edi tion of the LRFD M anual 01 SteeL COflstruction and the 9th Edition ASO Mal/ual 01 Steel COllstructioll.
#Aisc 14th edition table 14 2 manual#
Disque, a retired AISC staff member and long-time member ofthe AlSC Cornmi ttee on Manual s. This edition of the A ISC Sreel COl/struction Manual is dedicated to Robert O. Printed in the United States of Ameri ca This resource is based upon the Steei Constructioll Manual, 15th Ed., Second Printing: June 20 18ĪM ERI CAN I NSTITUTE 01' STEEL CONSTRUCT10N The American lnstitute of Steel Construction bears no responsibility for such materi al other than to refer to it and incorporate it by reference at the time of the initial publi cation of thi s edition. Cauti on mu st be exercised when relyi ng upon standards and gu idelines developed by other bodies and incorporated by reference herein since such material may be modified or amended fram time to time subsequent to the pri nting of thi s edition. Anyone making use of the information presented in thi s publication assumes allliability arisi ng fra m such use. AH representation s or warranties, ex press or implied, other than as stated aboye, are specificall y di sc laimed. The publication of thi s information is nol a representation or warranty on the part of the American Institute of Steel Constructi on, its officers, agents, employees or committee members, or of any other person named herein, that this information is suitable for any general or particular use, or of freedo m fram infri ngement of any paten t or patents.
#Aisc 14th edition table 14 2 verification#
While it is beli eved to be accurate, thi s ¡nfa rmation should nOl be used or reJied upon for any spec ifi c application w ithout competent profess ional examination and verification of its accuracy, suitability and appl icab ility by a licensed engineer or architect. The ¡nfarmation presented in thi s publication has been prepared following recogni zed princ ipIes of des ig n and co nstruction. rhe AISC logo is a registered trademark o/ A ISC. This resource or Qny part fhereo! mus! nol be reproduced in ally form without rile written permissiol1 o/lhe publisher. Splices 14 Design 01 Hanger Connections, Bracket Plates, and Crane-Rail Connections 15 Specilications and Codes 16 Miscellaneous Data and Mathematicallnlormation 17 General Nomenclature and IndexĪmerican lnstitute of Steel Construction ISBN 978- I -56424-033-0 All rights reserved. RE: Derivation of Table 10-10a of AISC Manual (14th ed.CONTENTS Dimensions and Properties 1 General Design Considerations 2 Design 01 Flexural Members 3 Design 01 Compression Members 4 Design ofTension Members 5 Design 01 Members Subject to Combined Forces 6 Design Considerations lor Bolts 7 Design Considerations lor Welds 8 Design 01 Connecting Elements 9 Design 01 Simple Shear Connections 10 Design 01 Partially Restrained Moment Connections 11 Design 01 Fully Restrained Moment Connections 12 Design 01 Bracing Connections and Truss Connections 13 Design 01 Beam Bearing Plates, Col. My Solution (for n = 12, Group A, Thread N, SSLT, tp = 3/8, ASD):ĮDIT: Tabulated values have e = 3 in, giving C = 11.3, still far from tabulated values. For weld shear, the values were very far from the values written in the table. Now, for bolt shear, I also considered the eccentricity as stated in 10-9. Since for both 3/8 and 7/16 plate thicknesses, the values are the same, it should mean that the possible governing limit states would only be bolt shear and weld shear (excluding the limit states factoring plate thickness). However, when I try to derive the values highlighted in RED, I can't seem to get the values. At those conditions, block shear failure governs. The highlighted values in YELLOW below are the ones that I can already derive with the exact values. The limit states that I've considered (as stated in the commentary before the table) were bolt shear, bolt bearing, shear yielding, shear rupture, block shear, and weld shear. I'm trying to derive the values presented in Table 10-10 of the AISC manual.
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