aisc design guide 10 - errata - erection bracing of low-rise structural steel buildings

aisc design guide 2 - errata - steel and composite beams with web openings

... formthan Eq. 5 -2 1 .(5 -2 7 )in which are as previously defined. For non- composite tees without reinforcement, Eq. 5 -2 7 takes a sim-pler form.(5 -2 8 )Equations 5 -2 7 and 5 -2 8 are identical with those ... are illustrated in Fig. 5 .2. Figures 5 .2( a) and 5 .2( b) illus-trate steel beams, while Figs. 5 .2( c) and 5 .2( d) illustrate com-pbsite beams with solid slabs.High moment-shear ratioThe behavior ... Revision and Errata List, March 1, 20 03 AISC Design Guide 2: Steel and Composite Beams with Web Openings The following editorial corrections have been...

aisc design guide 6 - load and resistance factor design of w-shapes encased in concrete

... reproduced in any form without permission of the publisher. LOAD AND RESISTANCE FACTOR DESIGN OF W-SHAPES ENCASED IN CONCRETE INTRODUCTIONStructural members comprised of steel shapes in combinationwith ... Steel Design Guide Series Load and Resistance Factor Design of W-Shapes Encased in Concrete â 2003 by American Institute of Steel Construction, Inc. All rights reserved.This ... direction of b. The y-yaxis is always the weak axis of the steel column and is in thedirection of h. The table covers square and rectangular sizesvarying from 16 inches to 36 inches in four-inch increments.Fig....

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aisc design guide 9 - errata - torsional analysis of structural steel members

... Revision and Errata List, March 1, 2003 AISC Design Guide 9: Torsional Analysis of Structural Steel Members The following editorial corrections have been made in the First Printing, 199 7. To facilitate ... shearcenter of the member. However, in some instances, this maynot always be possible. AISC ( 199 4) offers several sugges-tions for eliminating torsion; see pages 2-4 0 through 2-4 2. Forexample, ... through consideration of intermediate torsional support provided by secondary framing. For exam-ple, the rotation of the spandrel girder cannot exceed the totalend rotation of the beam and connection...

aisc design guide 9 - torsional analysis of structural steel members

... Steel Design Guide Series Torsional Analysis of Structural Steel Members Steel Design Guide Series Torsional Analysis of Structural Steel Members Paul A. Seaburg, PhD, PEHead, Department of ... single-angle members, the provisions of the AISC Specification for LRFD of Single-Angle Members and Specification for ASD of Sin-gle-Angle Members are appropriate. The design of curved members ... beyond the scope of this publication; refer to AISC ( 198 6), Liew et al. ( 199 5), Nakai and Heins ( 197 7),Tung and Fountain ( 197 0), Chapter 8 of Young ( 198 9),Galambos ( 198 8), AASHTO ( 199 3), and Nakai...

aisc design guide 10 - erection bracing of low-rise structural steel buildings

... Steel Design Guide Series Erection Bracing of Low-Rise Structural Steel Buildings Steel Design Guide Series Erection Bracing of Low-Rise Structured Steel Buildings James M. ... thereof must not be reproduced in any form without permission of the publisher.TABLE OF CONTENTS ERECTION BRACING OF LOW RISE STRUCTURAL STEEL BUILDINGS 1. INTRODUCTION 11.1 Types of Systems ... informationand design examples relative to the design of temporarylateral support systems and components for low-rise buildings. For the purpose of this presentation, low-rise buildings are taken...

aisc design guide 10 - errata - erection bracing of low-rise structural steel buildings

... Revision and Errata List, March 1, 2003 AISC Design Guide 10: Erection Bracing of Low-Rise Structural Steel Buildings The following editorial corrections ... force.A check of PA effects is not necessary for permanent di-agonal bracing used as part of the temporary bracing scheme.Lastly, the column on the compression side of the diago-nally braced ... connections. Because of the number of variables that can occur with deck dia-phragms in practice, no general guidelines are presentedhere. The designer of the temporary bracing system issimply...

aisc design guide 11 - errata - floor vibrations due to human activity

... Revision and Errata List, March 1, 2003 AISC Design Guide 11: Floor Vibrations Due to Human Activity The following editorial corrections have been made in the First Printing, 1997. To facilitate ... corresponds to the upperleft portion of the frame of that figure. To determine a floor& apos;s maximum displacement due to afootfall impulse, the floor& apos;s static displacement due to a point ... these items. To reduce the mid-bay velocity for fast walking to 200urn/sec, the floor flexibility needs to be changed by the factorcalculated using Equation (6.6):That is, the floor mid-bay stiffness...

aisc design guide 12 - errata - modification of existing welded steel moment frame connections fo

... Revision and Errata List, March 1, 2003 AISC Design Guide 12: Modification of Existing Welded Frame Connections for Seismic Resistance The following editorial corrections ... Additional Design Considerations. 465.3 Design Example. 466. Design of Welded Haunch Modification. 496.1 Recommended Design Procedure 496.1.1 Structural Behavior and Design Considerations. 496.1.2 ... Ratio 334.4 Connection Modification PerformanceObjectives. . . . . . . . . . . . . . . . . . . . . . . 355. Design of Reduced Beam Section Modification. 375.1 Recommended Design Provisions. 375.1.1...

aisc design guide 12 - modification of existing welded steel moment frame connections for seismic

... Steel Design Guide Series Modification of Existing Welded Steel Moment Frame Connections for Seismic Resistance Modification of Existing Welded Steel Moment Frame Connections for Seismic ... above for modifica-tion of welded steel moment frames, this Design Guide deals only with the last, i.e., methods to modify ex-isting pre-Northridge connections for improved seismic performance. ... perfor-mance of pre-Northridge welded moment connections anda number of possibilities are presented in Interim Guide- lines: Evaluation, Repair, Modification and Design of Steel Moment Frames, FEMA...

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aisc design guide 13 - errata - stiffening of wide-flange column at moment connections

... Revision and Errata List, March 1, 2003 AISC Design Guide 13: Stiffening of Wide-Flange Columns At Moment Connections: Wind and Seismic Applications The following editorial ... than the plate thick-ness, as illustrated in Figure 4-1 3c, the minimum fillet-weld size to develop the required effective throat in theweb doubler plate is:If a complete-joint-penetration groove ... modification to thefollowing AWS prequalified weld joint designations:(a) C-L1a or C-L1a-GF for web doubler plates thatmeet the thickness limitation ( ) andplate edges cut square(b) TC-U4a...

aisc design guide 13 - stiffening of wide-flange column at moment connections

... theweb doubler plate.A floor-to-floor height of 14 ft has been used in this tabulation.Table 3.1Estimated Cost of Various Column Stiffening Details (as illustrated in Figure 3-1 ) 13 21651611 ... d ubler plate(s) nly is il- preferable in the maj rity f cases alth ugh partial-j int-lustrated. In Figures 4-4 , 4-5 , and 4-6 , c lumns with b th penetrati n r c mplete-j int-penetrati n gr ve ... the panel-z ne given in Equati ns 2. 2-5 given in Equati n 2. 2-8 is determined fr m LRFD Speci-and 2. 2-6 is determined fr m AISC Seismic Pr visi nsficati n Equati n K1.1 with c nsiderati n f the...

aisc design guide 14 - errata - staggered truss framing systems

... in Each Truss due to Lateral Loads (Bottom Floor)T1BT1DT1FT2CT2ET2G -7 6 -4 80 -8 0476383383383383383383 -2 38 -1 3251251 -1 3 -2 38 145 370634*634*370 145 -4 8 -3 5151 -3 -4 8335*380*434434380*335*3353806346343803351.001.131.891.891.131.002.4 ... Revision and Errata List May 1, 2003 (Second Printing) December 1, 2002 (First Printing) AISC Design Guide 14: Staggered Truss Framing Systems The editorial corrections ... using coefficient ofeach story as shown. The designed wide-flange sections per AISC Equation H 1-1 a are also shown in the table. To facil-itate the design calculations, the axial force and bendingmoment...

aisc design guide 15 - errata - aisc rehabilitation and retrofit guide

... Revision and Errata List, March 1, 2003 AISC Design Guide 15: AISC Rehabilitation and Retrofit Guide – A Reference for Historic Shapes and Specifications The following ... Dimensions and Primary Properties Steel Sections 197 1-2 000Web ThicknessDepthFlangeThicknessWidthFlange22Rev..5/1/02ERRATA / DESIGN GUIDE NO. 15: AISC REHABILITATION AND RETROFIT GUIDE PAGE ... 19252526Rev.5/1/03189-a227-aRev.5/1/03227-bRev.5/1/03227-cRev.5/1/03227-d5/1/03Rev.228-a5/1/03Rev.Rev.5/1/03228-b Fig. 4.3.3.3 Welded Haunch Connection228-cRev.5/1/03229-aRev.5/1/03...

aisc design guide 16 - errata - flush and extend multiple-row moment end-plate connections

... 3-2 through 3-5 for the flush end-plate connections and Ta-bles 4-2 through 4-6 for the extended end-plate connec-tions. The design steps are:1.) Determine the required plate thickness,( 2-9 )Note: ... Revision and Errata List, March 1, 2003 AISC Design Guide 16: Flush and Extended Multiple-Row Moment End-Plate Connections The following editorial corrections ... controlled by end-plate yielding) 4.2.5 Multiple Row Extended Stiffened 1/3 Moment End-Plate Connection (Table 4-6 ) The required end-plate thickness and bolt diameter for an end-plate connection...

aisc design guide 16 - errata - flush and extend multiple-row moment end-plate connections-

... 3-2 through 3-5 for the flush end-plate connections and Ta-bles 4-2 through 4-6 for the extended end-plate connec-tions. The design steps are:1.) Determine the required plate thickness,( 2-9 )Note: ... Revision and Errata List, March 1, 2003 AISC Design Guide 16: Flush and Extended Multiple-Row Moment End-Plate Connections The following editorial corrections ... controlled by end-plate yielding) 4.2.5 Multiple Row Extended Stiffened 1/3 Moment End-Plate Connection (Table 4-6 ) The required end-plate thickness and bolt diameter for an end-plate connection...

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