AISC Design Guide 13..

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4.2.2 Required Strength for Web Doubler Plates where Web doubler plate(s) are required only when the column Rust transverse stiffener required strength (Section web shear (Section 2.1.2) exceeds the design strength of 4.2.1), kips the column web (Section 2.2.1). The required strength of Fyst transverse stiffener specified minimum yield the web doubler plate(s) is: strength, ksi 0.9 Vudp Vu Rv cw (4.2-2) When beams are moment connected to both column where flanges and share transverse stiffeners, the transverse stiffener end area is selected for the maximum individual Vu factored panel-zone shear force (Section flange force, not the combined force from both transverse 2.1.2), kips stiffener ends. The combined force from both transverse Rvcw column web design shear strength (Section stiffener ends is of interest, however, for the design of the 2.2.1), kips column-web edge of the transverse stiffener and may impact If V is negative, web doubler plating is not required. the required thickness; see Section 4.3.2. udp 4.3.1 Width of Transverse Stiffeners 4.3 <strong>Design</strong> of Transverse Stiffeners In wind and low-seismic applications, from LRFD Spec- Transverse stiffeners are sized toprovide a cross-sectional ification Section K1.9, the minimum width of each transarea A , where verse stiffener b , as illustrated in Figure 4-7, is st A st min R F ust yst s min b tpz (4.3-1) bs min (4.3-2) 3 2 web doubler plate beveled and fillet welded to column flanges Section A-A web doubler plate groove welded to column flanges B transverse stiffeners fillet welded to column flanges transverse stiffener and web doubler plate fillet welded A B transverse stiffeners groove welded to column flanges A Section B-B transverse stiffener fillet welded, web doubler plate groove welded transverse stiffener and web doubler plate groove welded transverse stiffener groove welded, web doubler plate fillet welded Figure 4-6 Column with full-depth transverse stiffeners and web doubler plate(s) (flush). 22 © 2003 by American Institute of Steel Construction, Inc. All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher.
where the transverse stiffeners extend tothe full width of the col- b umn flange. width of beam flange ( bf ) or flange plate, in. tpz column web thickness, in., if a web doubler plate is not used or if the web doubler plate extends t o (but not past) the transverse stiffeners; total 4.3.2 Thickness of Transverse Stiffeners In wind and low-seismic applications, from LRFD Specpanel-zone thickness, in., if the web doubler plate ification Section K1.9, the minimum thickness of each extends past the transverse stiffeners. transverse stiffener ts min when transverse stiffeners are required The specified width should be selected with considera- is: tion of the thickness requirements in Section 4.3.2, to t bsFyst satisfy the minimum area Ast min (Section 4.3). Area ts min reduction due to corner clips that are required to clear the 2 95 (4.3-3) column flange-to-web fillets should be considered when where sizing the transverse stiffener and its welds. As discussed in the <strong>AISC</strong> LRFD Manual (page 8-117) a 3/ 4 -in. diago- t beam flange or flange plate thickness, in. nal corner clip will generally be dimensionally adequate bs actual transverse stiffener width, in. to clear most column flange-to-web fillets, but the clip di- The specified thickness should be selected with considera- mension can be adjusted up or down as required tosuit the tion of the length requirements in Section 4.3.3, to satisfy various conditions. the shear strength that is required to transmit the unbal- In high-seismic applications, the width of each trans- anced force in the transverse stiffener tothe column panelverse stiffener should be consistent with that used in the zone. For a pair of partial-depth transverse stiffeners, the tested assemblies (see Section 2.3). To date, qualifying thickness required for shear strength is: cyclic tests have utilized transverse stiffeners of width such that the total stiffened width equals or slightly ex- Rust ts (4.3-4) ceeds the beam flange or flange-plate width or such that 09 . 06 . F ( l clip) 2 yst b s t w b s b f (b for flange plate) (a) Partial-depth transverse stiffeners b s t w b s b f (b for flange plate) (b) Full-depth transverse stiffeners Note: for flange-plated moment connections, use the flangeplate width b in place of the beam-flange width b f Figure 4-7 Illustration of transverse stiffener width bs (wind and low-seismic applications). 23 © 2003 by American Institute of Steel Construction, Inc. All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher.
Page 1 and 2: © 2003 by American Institute of St
Page 3 and 4: Copyright © 1999 by American Insti
Page 5 and 6: Chapter 1 INTRODUCTION 1.1 Scope Th
Page 7 and 8: Chapter 2 STRONG-AXIS MOMENT CONNEC
Page 9 and 10: 2.2 Determining the Design Strength
Page 11 and 12: ±Puf ±(Puf)2 ±(Puf)1 ±(Puf)2 ±
Page 13 and 14: Ct 0.5 if the distance from the co
Page 15 and 16: 2.3 Column Cross-Sectional Stiffnes
Page 17 and 18: Chapter 3 ECONOMICAL SELECTION OF C
Page 19 and 20: easily offset by the savings in lab
Page 21 and 22: Chapter 4 STRONG-AXIS MOMENT CONNEC
Page 23 and 24: column flange to develop the streng
Page 25: stiffness and effective area. Howev
Page 29 and 30: In high-seismic applications, the t
Page 31 and 32: FEXX weld electrode specified mini
Page 33 and 34: t p Vudp 09 . 06 . F d y c (4.4-1
Page 35 and 36: k Encroachment of web doubler plate
Page 37 and 38: Chapter 5 SPECIAL CONSIDERATIONS 5.
Page 39 and 40: transfer the portion of the flange
Page 41 and 42: 5.6 Diagonal Stiffeners and the dia
Page 43 and 44: Chapter 6 DESIGN EXAMPLES Example 6
Page 45 and 46: identified as economical in Chapter
Page 47 and 48: Design the web doubler plate and it
Page 49 and 50: flange with 1/ 4 -in. double-sided
Page 51 and 52: 3 4 Nd 0.160 d 15 . W1490, 2 tw
Page 53 and 54: From Equation 4.3-2, the minimum wi
Page 55 and 56: Solution: s R n 09 . mpe 2 tf F
Page 57 and 58: Determine which column-end criteria
Page 59 and 60: Solution A: Summary A: Try a W14159
Page 61 and 62: Solution B: Solution C: Table J2.4
Page 63 and 64: R n 09 . 06 . Fystw( l 2 clip) Fro
Page 65 and 66: cyclic tests. From Engelhardt et al
Page 67 and 68: Determine the design panel-zone web
Page 69 and 70: REFERENCES American Institute of St
Page 71 and 72: Appendix A COLUMN PANEL-ZONE WEB SH
Page 73 and 74: Table A-1 (cont’d) Panel-Zone Web
Page 75 and 76: Table A-1 (cont’d) Panel-Zone Web
Page 77 and 78:
Table A-1 (cont’d) Panel-Zone Web
Page 79 and 80:
Appendix B LOCAL COLUMN STRENGTH AT
Page 81 and 82:
Table B-1 Local Column Strength at
Page 83 and 84:
Table B-1 (cont’d) Local Column S
Page 85 and 86:
Table B-1 (cont’d) Local Column S
Page 87 and 88:
Appendix C LOCAL COLUMN STRENGTH AT
Page 89 and 90:
Table C-1 Local Column Strength at
Page 91 and 92:
Table C-1 (cont’d) Local Column S
Page 93 and 94:
Page 95 and 96:
Page 97 and 98:
Page 99 and 100:
Appendix D COLUMN STIFFENING CONSID
Page 101 and 102:
tobe increased toaccommodate these
Page 103 and 104:
1. Runoff bars and backing bars may
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AISC Design Guide 13..

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