aisc design guide 1 - column base plates - 2nd edition

Tài liệu cisco migration_Secure Wireless Design Guide 1.0 docx

... 527-0883Secure Wireless Design Guide 1.0 Cisco Validated Design IJuly 11, 2007Customer Order Number: Text Part Number: OL-13990-01 2-11Secure Wireless Design Guide 1.0 OL-13990-01Chapter 2 Cisco ... relationship between Cisco and any other company. (0612R)Secure Wireless Design Guide 1.0 â 2007 Cisco Systems, Inc. All rights reserved. 1-10Secure Wireless Design Guide 1.0 OL-13990-01Chapter ... 2-2Secure Wireless Design Guide 1.0 OL-13990-01Chapter 2 Cisco Unified Wireless Network Architecture— Base Security Features Cisco Unified Wireless Network ArchitectureFigure 2-1 Cisco Unified Wireless...

aisc design guide 1 - column base plates - 2nd edition

... details.Figure 1. 1. Column base connection components. DESIGN GUIDE 1, 2ND EDITION / BASE PLATE AND ANCHOR ROD DESIGN / 1 2 / DESIGN GUIDE 1, 2ND EDITION / BASE PLATE AND ANCHOR ROD DESIGN The vast ... 12 3.0 DESIGN OF COLUMN BASE PLATE CONNECTIONS 13 3 .1 Concentric Compressive Axial Loads 14 3 .1. 1 Concrete Bearing Limit 14 3 .1. 2 Base Plate Yielding Limit (W-Shapes) 15 3 .1. 3 Base Plate Yielding ... Position 10 2 .11 .2 Anchor Rods Bent or Not Vertical 10 2 .11 .3 Anchor Rod Projection Too Long or Too Short 10 2 .11 .4 Anchor Rod Pattern Rotated 90° 12 2 .12 Details for Seismic Design D 12 3.0 DESIGN...

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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 2 - steel and composite beams with web openings

... Steel Design Guide Series Steel and Composite Beams with Web Openings Steel Design Guide Series Steel and Composite Beams with Web Openings Design of Steel and Composite Beams with Web Openings David ... with unreinforced openings, steel beams with reinforced openings, composite beams with unreinforced openings, and compos-ite beams with reinforced openings, respectively. Table 4.5summarizes proportioning and ... below.( 3-1 3)( 3-1 5a)( 3-1 5b)( 3-1 5c)( 3-1 6)( 3-1 7)( 3-1 8a)( 3-1 8b)for ribbed slabs with transverse ribsFor the top tee, if use Fig. A.3 or Eq. 3-1 9 to obtain and replace Eq. 3-1 5c with Eq. 3 -2 0 , with ( 3-1 9)(3 -2 0 )For all...

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aisc design guide 3 - serviceability design considerations for steel buildings - 2nd edition

... roof. DESIGN GUIDE 3, 2ND EDITION / SERVICEABILITY DESIGN CONSIDERATIONS FOR STEEL BUILDINGS /11 DESIGN GUIDE 3, 2ND EDITION / SERVICEABILITY DESIGN CONSIDERATIONS FOR STEEL BUILDINGS / 13 The design ... 3 Steel Design Guide Serviceability Design Considerations Second Edition for Steel Buildings cover DG3 revise.qxd 4/27/2004 8:58 AM Page 3 3 Steel Design Guide Serviceability Design Considerations MICHAEL ... 2004vPrefaceAcknowledgementsThis Design Guide is the second edition of AISC Design Guide 3, which was originally titled Serviceability Design Considerations for Low-Rise Buildings. The new title Ser-viceability Design Considerations...

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aisc design guide 4 - extended end-plate moment connections - 2nd edition

... 4 Steel Design Guide Extended End-Plate Moment Connections Seismic and Wind ApplicationsSecond Edition cover DG4 revise.qxd 4/ 28/20 04 9:37 AM Page 1 4 Steel Design Guide Extended End-Plate Moment ... (FEMA2002). DESIGN GUIDE 4 / EXTENDED END-PLATE MOMENT CONNECTIONS SEISMIC AND WIND APPLICATIONS, 2ND EDITION /7 DESIGN GUIDE 4 / EXTENDED END-PLATE MOMENT CONNECTIONS SEISMIC AND WIND APPLICATIONS, 2ND ... 233 .4 Limitations 24 4. Design Examples 31 4. 1 Scope 31 4. 2 Four Bolt Unstiffened Extended (4E) End-Plate Connection 31 4. 3 Four Bolt Stiffened Extended (4ES) End-Plate Connection 41 4. 4 Eight...

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aisc design guide 5 - low and medium rise steel buildings

... Steel Design Guide Series Low- and Medium- Rise Steel Buildings Low- and Medium- Rise Steel Buildings Design Guide for Low- and Medium- Rise Steel Buildings Horatio Allison, ... ofStories10HT=1 25 20HT = 250 30HT = 3 75 AspectRatio 5/ 17 .5/ 110/1 5/ 17 .5/ 110/1 5/ 17 .5/ 110/1Column StressFloorBot. ẳ10.18.16 .5 8.27.46.36.86.64.62nd ẳ8.97.1 5. 77.26.8 5. 5 5. 9 5. 84.03rd ... reproduced in any form without permission of the publisher. DESIGN OF LOW- AND MEDIUM- RISE STEEL BUILDINGS BASIC DESIGN RULES FOR ECONOMYA few basic design rules for economy will be presentedherein....

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 7 - industrial buildings - roofs to anchor rods - 2nd edition

... 7 Steel Design Guide Industrial Buildings Roofs to Anchor Rods Second Edition 7 Steel Design Guide Industrial Buildings Roofs to Anchor Rods James M. FisherComputerized Structural Design, ... 2 or more 15 -0 ″ 17 -8 ″ 4 -9 ″ NOTE: SEE SDI LOAD TABLES FOR ACTUAL DECK CAPACITIES DESIGN GUIDE 7 / INDUSTRIAL BUILDINGS ROOFS TO ANCHOR RODS, 2ND EDITION /5In addition to the load, span, ... the hor-12 / DESIGN GUIDE 7 / INDUSTRIAL BUILDINGS ROOFS TO ANCHOR RODS, 2ND EDITION StrutTruss ChordDiagonalBracingθ = 22.5° to 67. 5°θFig. 5.3.1 Horizontal X-Bracing ArrangementDesign...

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aisc design guide 8 - partially restrained composite connections

... Steel Design Guide Series Partially Restrained Composite Connections Steel Design Guide Series Partially Restrained Composite Connections A Design Guide Roberto T. LeonGeorgia ... inUnbraced Frames 18 3.1 Introduction 18 3.2 Design Procedure for Unbraced Frames 18 PART III: DESIGN EXAMPLE 21PR-CCs in Braced Frames: N-S Direction 23PR-CCs in Unbraced Frames: E-W Direction 27PART ... frames with partially restrained composite connections (PR-CCs). The design procedures and examples in this guide represent arefinement of the work presented by Ammerman and Leon7' 8 and...

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 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...

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