prequalified connections for special and intermediate ... · supplement no. 1 to prequalified...

AISC 358-16s1 PUBLIC REVIEW DRAFT 1

AISC 358-16s1 Public Review Draft Dated January 12, 2018 Supplement No. 1 to Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications

AMERICAN INSTITUTE OF STEEL CONSTRUCTION

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Prequalified Connections for 5

Special and Intermediate 6

Steel Moment Frames for 7

Seismic Applications 8

Supplement No. 1 9

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2018 13 14

A supplement to ANSI/AISC 358-16 15 16 17 18

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AMERICAN INSTITUTE OF STEEL CONSTRUCTION 35 130 East Randolph Street, Suite 2000 36

Chicago, Illinois 60601 37 38




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AISC © 2018 40

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by 42

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American Institute of Steel Construction 44

45

All rights reserved. This book or any part thereof 46

must not be reproduced in any form without the 47

written permission of the publisher. 48

49

The AISC logo is a registered trademark of AISC. 50

51

The information presented in this publication has been prepared by a balanced committee following American 52 National Standards Institute (ANSI) consensus procedures and recognized principles of design and construction. 53 While it is believed to be accurate, this information should not be used or relied upon for any specific application 54 without competent professional examination and verification of its accuracy, suitability and applicability by a 55 licensed engineer or architect. The publication of this information is not a representation or warranty on the part of 56 the American Institute of Steel Construction, its officers, agents, employees or committee members, or of any other 57 person named herein, that this information is suitable for any general or particular use, or of freedom from 58 infringement of any patent or patents. All representations or warranties, express or implied, other than as stated 59 above, are specifically disclaimed. Anyone making use of the information presented in this publication assumes all 60 liability arising from such use. 61 62 Caution must be exercised when relying upon standards and guidelines developed by other bodies and incorporated 63 by reference herein since such material may be modified or amended from time to time subsequent to the printing of 64 this edition. The American Institute of Steel Construction bears no responsibility for such material other than to refer 65 to it and incorporate it by reference at the time of the initial publication of this edition. 66 67

Printed in the United States of America 68 69




70

PREFACE 71

72

73

(This Preface is not part of AISC 358-16s1, Supplement 1 to Prequalified Connections for Special and 74

Intermediate Steel Moment Frames for Seismic Applications, but is included for informational purposes only.) 75

76

This supplement was developed by the AISC Connection Prequalification Review Panel (CPRP) using a 77

consensus process. This document is the first supplement to ANSI/AISC 358-16, Prequalified Connections for 78

Special and Intermediate Steel Moment Frames for Seismic Applications. 79

This supplement adds a new prequalified moment connection, the proprietary SlottedWeb Moment 80

Connection, in a new Chapter 14. Chapter 11 covering the SidePlate Moment Connection has been expanded 81

to include HSS columns and to permit bolted connections. Additionally, Chapter 10 covering the ConXtech 82

CONXL Moment Connection has been revised to address a manufacturing safety issue. 83

A non-mandatory Commentary has been prepared to provide background for the provisions of the 84

Standard and the user is encouraged to consult it. Additionally, non-mandatory User Notes are interspersed 85

throughout the Standard to provide concise and practical guidance in the application of the provisions. 86

The reader is cautioned that professional judgment must be exercised when data or recommendations in 87

this Standard are applied, as described more fully in the disclaimer notice preceding the Preface. 88

89

This Standard was approved by the CPRP: 90

91

Michael D. Engerhardt, Chairman 92

Scott F. Armbrust, Vice-Chairman 93

John Abruzzo 94

Cam Baker 95

Joel A. Chandler 96

Michael L. Cochran 97

Theodore L. Droessler 98

Gary Glenn 99

Ronald O. Hamburger 100

Gregory H. Lynch 101

Brett R. Manning 102

Kevin Moore 103

Thomas M. Murray 104

Charles W. Roeder 105

Thomas A. Sabol 106

Robert E. Shaw, Jr. 107

James A. Swanson 108

Kurt Swensson 109

Chia-Ming Uang 110

Jamie Winans 111

Benham Yousefi 112

Margaret A. Matthew, Secretary 113

114

The CPRP gratefully acknowledges the following individuals for their contributions to this document: 115

116

Henry Gallart 117

Raymond Kitasoe 118

Behzad Rafezy 119

Ralph Richards120




121

Table of Contents 122

123 SYMBOLS ..................................................................................................................................................... 6 124

125

CHAPTER 10. CONXTECH CONXL MOMENT CONNECTION ........................................................ 8 126

Revised Figure 10.7 ................................................................................................................................. 8 127

Revised Figure 10.11 ............................................................................................................................... 9 128

Revised Figure 10.12 ............................................................................................................................. 10 129

Revised Figure 10.19 ............................................................................................................................. 11 130

131

CHAPTER 11. SIDEPLATE MOMENT CONNECTION ..................................................................... 12 132

11.1. General ...................................................................................................................................... 12 133

11.2. Systems ..................................................................................................................................... 16 134

11.3. Prequalification Limits .............................................................................................................. 17 135

1. Beam Limitations ...................................................................................................................... 17 136

2. Column Limitations ................................................................................................................... 18 137

3. Connection Limitations ............................................................................................................. 20 138

11.4. Column-Beam Relationship Limitations ................................................................................... 21 139

11.5. Connection Welding Limitations .............................................................................................. 23 140

11.6. Connection Detailing ................................................................................................................. 24 141

1. Plates/Angles ............................................................................................................................. 24 142

2. Welds ......................................................................................................................................... 24 143

3. Bolts .......................................................................................................................................... 29 144

11.7. Design Procedure ...................................................................................................................... 30 145

146

CHAPTER 14. SLOTTEDWEB MOMENT CONNECTION ................................................................ 34 147

148

14.1. General ...................................................................................................................................... 34 149

14.2. Systems ..................................................................................................................................... 34 150

14.3. Prequalification Limits .............................................................................................................. 34 151

1. Beam Limitations ............................................................................................................. 34 152

2. Column Limitations .......................................................................................................... 35 153

14.4. Column-Beam Relationship Limitations ................................................................................... 36 154

14.5. Beam Flange-to-Column Flange Weld Limitations .................................................................. 36 155

14.6. Beam Web and Shear Plate Connection Limitations ................................................................. 36 156

14.7. Fabrication of Beam Web Slots ................................................................................................. 37 157

14.8. Design Procedure ...................................................................................................................... 37 158

COMMENTARY ........................................................................................................................................ 41 159




REFERENCES ............................................................................................................................................ 66 160

161




SYMBOLS 162

163

This Standard uses the following symbols in addition to the terms defined in the Specification for Structural Steel 164

Buildings (ANSI/AISC 360-16) and the Seismic Provisions for Structural Steel Buildings (ANSI/AISC 341-16). 165

Some definitions in the following list have been simplified in the interest of brevity. In all cases, the definitions given 166

in the body of the Standard govern. Symbols without text definitions, used in only one location and defined at that 167

location, are omitted in some cases. The section or table number on the right refers to where the symbol is first used. 168

169

Symbol Definition Section 170

171

A Perpendicular amplified seismic drag or chord forces transferred through the 172

SidePlate connection, resulting from applicable building code, kips (N) .......................... 11.7 173

A|| In-plane factored lateral drag or chord axial forces transferred along the frame beam 174

through the SidePlate connection, resulting from load case 1.0EQ per applicable building 175

code, kips (N) .................................................................................................................... 11.7 176

Cpr Factor to account for peak connection strength, including strain 177

hardening, local restraint, additional reinforcement, and other 178

connection conditions ........................................................................................................ 14.8 179

Fye Expected yield strength of steel beam, ksi (MPa) .............................................................. 14.8 180

Fy Specified minimum yield stress of the yielding element, ksi (MPa) ................................. 14.8 181

Hh Distance along column height from ¼ of the column depth above the top edge of the lower-182

story side plates to ¼ of the column depth below the bottom edge of the upper-story side 183

plates, in. (mm) .................................................................................................................. 11.4 184

Ibeam Moment of inertia of the beam in the plane of bending, in.4 (mm4) .................... Figure 11.16 185

Itotal Approximation of moment of inertia due to beam hinge location and side plate stiffness, 186

in.4 (mm4) ............................................................................................................ Figure 11.16 187

Mcant Factored gravity moments from cantilever beams that are not in the plane of the moment 188

frame but are connected to the exterior face of the side plates, resulting from code-189

applicable load combinations, kip-in. (N-mm). ................................................................. 11.7 190

Mf Probable maximum moment at face of the column, kip-in. (N-mm) ................................. 14.8 191

Mgroup Maximum probable moment demand at any connection element, kip-in. (N-mm) ........... 11.7 192

Mpr Probable maximum moment at the plastic hinge, kip-in. (N-mm) ................................... 14.4 193

M*pb Projection of the expected flexural strength of the beam as defined in the AISC Seismic 194

Provisions, kip-in. (N-mm)................................................................................................ 14.4 195

Muv Additional moment due to shear amplification from the plastic hinge, kip-in. (N-mm).... 14.4 196

Mweld Moment resisted by the shear plate, kip-in. (N-mm) ......................................................... 14.8 197

Ry Ratio of the expected yield stress to the specified minimum yield stress, Fy, as specified in 198

the AISC Seismic Provisions ............................................................................................ 14.8 199

T Beam web height as given in the AISC Manual, in. (mm) ................................................ 14.8 200

Vbeam Shear at beam plastic hinge, kips (N) ................................................................................ 14.4 201




Vcant Factored gravity shear forces from cantilever beams that are not in the plane of the moment 202

frame but are connected to the exterior face of the side plates, resulting from code-203

applicable load combinations, kips (N) ............................................................................. 11.7 204

Vgravity Beam shear force resulting from the load combination 1.2D + f1L + 0.2S, kips (N) ......... 14.8 205

Vweld Shear resisted by the shear plate, kips (N) ......................................................................... 14.8 206

V1 , V2 Factored gravity shear forces from gravity beams that are not in the plane of the moment 207

frame but are connected to the exterior surfaces of the side plate, resulting from the load 208

combination of 1.2D + f1L + 0.2S (where f1 is the load factor determined by the applicable 209

building code for live loads, but not less than 0.5), kips (N) ............................................. 11.7 210

Zbeam Plastic section modulus of the beam, in.3 (mm3) ............................................................... 14.8 211

Zec Equivalent plastic section modulus of the column at a distance of ¼ the column depth 212

from the top and bottom edge of the side plates, projected to the beam centerline, 213

in.3 (mm3) ......................................................................................................................... 11.4 214

Zweb Plastic section modulus of the beam web, in.3 (mm3) ........................................................ 14.8 215

Zxb Plastic modulus of beam about the x-axis, in.3 (mm3) ....................................................... 11.7 216

Zxc Plastic modulus of column about the x-axis, in.3 (mm3) .................................................... 11.7 217

bf Flange width, in. (mm) ...................................................................................................... 14.8 218

d Nominal beam depth, in. (mm) .......................................................................................... 14.8 219

dcol Depth of the column, in. (mm) .......................................................................................... 14.4 220

dc1, dc2 Depth of column on each side of a bay in a moment frame, in. (mm) ............................... 11.3 221

ex Eccentricity of the shear plate weld, in. (mm) ................................................................... 14.8 222

h Height of shear plate, in. (mm) .......................................................................................... 14.8 223

lb Half the clear span length of beam, in. (mm) .................................................................... 14.8 224

lp Width of shear plate, in. (mm) ........................................................................................... 14.4 225

ls Beam slot length, in. (mm) ................................................................................................ 14.8 226

tbf Thickness of beam flange, in. (mm) .................................................................................. 14.8 227

tp Minimum required shear plate thickness, in. (mm) ........................................................... 14.8 228

tbw Thickness of beam web, in. (mm) ..................................................................................... 14.8 229

x Distance from plastic hinge location to centroid of connection element, in. (mm) ........... 11.7230




CHAPTER 10 231

CONXTECH CONXL MOMENT CONNECTION 232

233 234

235

236

Fig. 10.7. Collar-corner-assembly-to-column weld, plan view. 237 238

239 240




241

Fig. 10.11. Forged collar flange top (CFT). 242 243




244

Fig. 10.12. Forged collar flange bottom (CFB). 245 246




247

248

Fig. 10.19. Collar web extension (CWX) 249 250




CHAPTER 11 251

SIDEPLATE MOMENT CONNECTION 252

253 The user’s attention is called to the fact that compliance with this chapter of the standard requires use of an 254 invention covered by multiple U.S. and foreign patent rights.* By publication of this standard, no position is 255 taken with respect to the validity of any claim(s) or of any patent rights in connection therewith. The patent 256 holder has filed a statement of willingness to grant a license under these rights on reasonable and 257 nondiscriminatory terms and conditions to applicants desiring to obtain such a license, and the statement 258 may be obtained from the standard’s developer. 259

11.1. GENERAL 260

The SidePlate® moment connection utilizes interconnecting plates to connect beams to 261 columns. The connection features a physical separation, or gap, between the face of the column 262 flange and the end of the beam. Both field-welded and field-bolted options are available. Beams 263 may be either rolled or built-up wide-flange sections or hollow structural sections (HSS). 264 Columns may be either rolled or built-up wide-flange sections, built-up box column sections or 265 HSS for uniaxial configurations. Built-up flanged cruciform sections consisting of rolled shapes 266 or built-up from plates may also be used as the columns for biaxial configurations. Figures 267 11.1, 11.2 and 11.3 show the various field-welded and field-bolted uniaxial connection 268 configurations. The field bolted option is available in two configurations, referred to as 269 Configuration A (standard) and Configuration B (narrow), as shown in Figure 11.3. 270

271 In the field-welded connection, top and bottom beam flange cover plates (rectangular or U-272 shaped) are used at the end(s) of the beam, as applicable, which also serve to bridge any 273 difference between flange widths of the beam(s) and of the column. The connection of the 274 beam to the column is accomplished with parallel full-depth side plates that sandwich and 275 connect the beam(s) and the column together. In the field-bolted connection, beam flanges are 276 connected to the side plates with either a cover plate or pair of angles and high strength 277 pretensioned bolts as shown in Figures 11.2 and 11.3. Column horizontal shear plates and 278 beam vertical shear elements (or shear plates as applicable) are attached to the wide-flange 279 shape column and beam webs, respectively. 280

281

282

(a) (b) (c) 283

* The SidePlate® connection configurations and structures illustrated herein, including their described fabrication and erection methodologies, are protected by one or more of the following U.S. and foreign patents: U.S. Pat. Nos. 5,660,017; 6,138,427; 6,516,583; 6,591,573; 7,178,296; 8,122,671; 8,122,672; 8,146,322; 8,176,706; 8,205,408; Mexico Pat. No. 208,750; New Zealand Pat. No. 300,351; British Pat. No. 2497635; all held by MiTek Holdings LLC. Other U.S. and foreign patent protection are pending.




284

(d) (e) (f) 285

Fig. 11.1. Assembled SidePlate uniaxial field-welded configurations: (a) one-sided wide-flange 286 beam and column construction;(b) two-sided wide-flange beam and column construction; (c) 287 wide-flange beam to either HSS or built-up box column; (d) HSS beam without cover plates to 288 wide-flange column; (e) HSS beam with cover plates to wide-flange column; and (f) HSS beam 289

with cover plates to either HSS or built-up box column. 290

291

292 (a) (b) (c)

293 (d) (e) (f)

Fig. 11.2. Assembled SidePlate uniaxial field-bolted standard configurations (Configuration 294 A): (a) one-sided wide-flange beam and column construction; (b) two-sided wide-flange beam 295 and column construction; (c) wide-flange beam to either HSS or built-up box column; (d) HSS 296

beam to wide-flange column; (e) HSS beam with cover plate to wide-flange column; and (f) 297 HSS beam with cover plates to either HSS or built-up box column. 298

299




(a) (b) (c)

Fig. 11.3. SidePlate field-welded and field bolted connection comparison: (a) typical field-300 welded connection; (b) typical field-bolted standard connection (Configuration A); (c) typical 301 field-bolted narrow connection (Configuration B). 302

Figure 11.4 shows the connection geometry and major connection components for uniaxial 303 field-welded configurations. Figure 11.5 shows the connection geometry and major connection 304 components for biaxial field-welded configurations, which permits connecting up to four beams 305 to a column. Field bolted connections are also permitted in biaxial configurations. 306

307

Cover Plate Configurations

Plan

Elevation

(a)




(b)

(c)

(d)

Fig. 11.4. SidePlate uniaxial configuration geometry and major components: (a) typical wide-308 flange beam to wide-flange column, detail, plan and elevation views; (b) HSS beam without 309

cover plates to wide-flange column, plan view; (c) HSS beam with cover plates to wide-flange 310 column, plan view; and (d) wide-flange beam to built-up box column, plan view. 311

312

(a) (b)




313

Fig. 11.5. SidePlate biaxial dual-strong axis configurations in plan view: (a) full four-sided 314 wide-flange column configuration; (b) corner two-sided wide-flange column configuration with 315

single WT; (c) tee three-sided wide-flange column configuration with double WT (primary); 316 and (d) tee three-sided wide-flange column configuration with single WT. 317

The SidePlate moment connection is proportioned to develop the probable maximum moment 318 capacity of the connected beam. Plastic hinge formation is intended to occur primarily in the 319 beam beyond the end of the side plates away from the column face, with limited yielding 320 occurring in some of the connection elements. 321

User Note: Moment frames that utilize the SidePlate connection can be constructed using one 322 of three methods. These are the full-length beam erection method (SidePlate FRAME 323 configuration), the link-beam erection method (SidePlate Original configuration), and the fully 324 shop prefabricated method. These methods are described in the commentary. 325

326

11.2. SYSTEMS 327

The SidePlate moment connection is prequalified for use in special moment frame (SMF) and 328 intermediate moment frame (IMF) systems within the limits of these provisions. The SidePlate 329 moment connections are prequalified for use in planar moment-resisting frames and orthogonal 330 intersecting moment-resisting frames (biaxial configurations, capable of connecting up to four 331 beams at a column), as illustrated in Figure 11.5. 332

333

334

335

336

337

338

339

340

341

342

343

344

(c) (d)




11.3. PREQUALIFICATION LIMITS 345

1. Beam Limitations 346

Beams shall satisfy the following limitations: 347

348 (1) Beams shall be rolled wide-flange, hollow structural section (HSS), or built-up I-shaped 349

beams conforming to the requirements of Section 2.3. Beam flange thickness shall be 350 limited to a maximum of 2.5 in. (63 mm). 351

(2) Rolled wide flange beam depths shall be limited to W40 (W1000) and W44 (W1100) for 352 the field-welded and filed-bolted connections, respectively. The depth of built-up wide 353 flange beams shall not exceed the depth permitted for rolled wide flange beams. 354

(3) Beam depths shall be limited as follows for HSS shapes: 355

(a) For SMF systems, HSS14 (HSS 356) or smaller. 356

(b) For IMF systems, HSS16 (HSS 406) or smaller. 357

(4) Rolled and built-up wide-flange beam weight shall be limited to 302 lb/ft (449 kg/m) and 358 400 lb/ft (595 kg/m) for the field-welded and field-bolted connections, respectively. Beam 359 flange area of the field-bolted connection shall be limited to a maximum of 36 in² (22900 360 mm2) 361

(5) The ratio of the hinge-to-hinge span of the beam, Lh, to beam depth, d, shall be limited as 362 follows: 363

(a) For SMF systems, Lh/d is limited to: 364

6 or greater with rectangular shaped cover plates. 365

4.5 or greater with U-shaped cover plates for field-welded connections. 366

4.0 or greater with U-shaped cover plates for field-bolted connections. 367

(b) For IMF systems, Lh/d is limited to 3 or greater. 368

The hinge-to-hinge span of the beam, Lh, is the distance between the locations of plastic 369 hinge formation at each moment-connected end of that beam. The location of plastic hinge 370 shall be taken as one-third of the beam depth, d/3 for the field-welded connection and one-371 sixth of the beam depth, d/6, for the field-bolted connection, away from the end of the 372 side-plate extension, as shown in Figure 11.6. Thus, 373

Lh = L – ½(dc1 + dc2) – 2(0.33)d – 2A (field-welded) (11.3-1a) 374

Lh = L – ½(dc1 + dc2) – 2(0.165)d – 2A (field-bolted) (11.3-1b) 375

where 376

L = distance between column centerlines, in. (mm) 377

dc1, dc2 = depth of column on each side of a bay in a moment frame, in. (mm) 378

User Note: The 0.33d and 0.165d constants represent the distance of the plastic hinge 379 from the end of the side plate extension. A represents the typical extension of the side 380 plates from the face of column flange. 381




(6) Width-to-thickness ratios for beam flanges and webs shall conform to the limits of the AISC 382 Seismic Provisions. 383

(7) Lateral bracing of wide-flange beams shall be provided in conformance with the AISC Seismic 384 Provisions. Lateral bracing of HSS beams shall be provided in conformance with Appendix 1, 385 Section 1.3.2c of the AISC Specification, taking 1 2 1 M M in AISC Specification Equation 386

A-1-7. For either wide-flange or HSS beams, the segment of the beam connected to the side 387 plates shall be considered to be braced. Supplemental top and bottom beam flange bracing at 388 the expected hinge is not required. 389

(8) The protected zone in the beam for the field-welded and field-bolted connections shall consist 390 of the portion of the beam as shown in Figure 11.7 and Figure 11.8, respectively. 391

392

Fig. 11.6. Plastic hinge location and hinge-to-hinge length. 393

2. Column Limitations 394

Columns shall satisfy the following limitations: 395

(1) Columns shall be any of the rolled shapes, hollow structural section (HSS), built-up I-396 shaped sections, flanged cruciform sections consisting of rolled shapes or built-up from 397 plates or built-up box sections meeting the requirements of Section 2.3. Flange and web 398 plates of built up box columns shall continuously be connected by fillet welds or PJP 399 groove welds along the length of the column. 400

(2) HSS column shapes must conform to ASTM A1085. 401

(3) The beam shall be connected to the side plates that are connected to the flange tips of the 402 wide-flange or corners of HSS or box columns. 403

(4) Rolled shape column depth shall be limited to W44 (W1100). The depth of built-up wide-404 flange columns shall not exceed that for rolled shapes. Flanged cruciform columns shall 405 not have a width or depth greater than the depth allowed for rolled shapes. Built-up box 406 columns shall not have a width exceeding 33 in. (840 mm). 407

(5) There is no limit on column weight per foot. 408




(6) There are no additional requirements for column flange thickness. 409

(7) Width-to-thickness ratios for the flanges and webs of columns shall conform to the 410 requirements of the AISC Seismic Provisions. 411

(8) Lateral bracing of columns shall conform to the requirements of the AISC Seismic 412 Provisions. 413

414

(a) 415 416

417

418

(b) 419

Fig. 11.7. Location of beam and side plate protected zones for the field-welded connection: (a) 420 one-sided connection; (b) two-sided connection 421

422

423




424

(a) 425

426

427

(b) 428

Fig. 11.8. Location of beam protected zone for the field-bolted connection: (a) one-sided 429 connection; (b) two-sided connection 430

431

3. Connection Limitations 432

The connection shall satisfy the following limitations: 433

(1) All connection steel plates, which consist of side plates, cover plates, horizontal shear 434 plates, and vertical shear elements, must be fabricated from structural steel that complies 435 with ASTM A572/A572M Grade 50 (Grade 345). 436

Exception: The vertical shear element as defined in Section 11.6 may be fabricated using 437 ASTM A36/A36M material. 438

(2) The extension of the side plates beyond the face of the column shall be within the range of 439 0.65d to 1.0d and 0.65d to 1.7d, for the field-welded and field-bolted connections, 440 respectively, where d is the nominal depth of the beam. 441

(3) The protected zone of the connection in the side plates shall consist of a portion of each 442 side plate that is 6-in. (150 mm) high and starts at the inside face of the flange of a wide-443 flange or HSS column and ends either at the end of the gap (field-welded connection) or 444 the edge of the first bolt hole (field bolted connection) as shown in Figures 11.7 and 11.8. 445




11.4. COLUMN-BEAM RELATIONSHIP LIMITATIONS 446

Beam-to-column connections shall satisfy the following limitations: 447

(1) Beam flange width and thickness for rolled, built-up and HSS shapes shall satisfy the 448 following equations for geometric compatibility (see Figure 11.9): 449

(a) Field-welded Connection 450

bbf + 1.1tbf + 1/2 in. ≤ bcf (11.4-1a) 451

bbf + 1.1tbf + 12 mm ≤ bcf (11.4-1aM) 452

(b) Field-bolted Connection 453

bbf + 1.0 in. ≤ bcf (11.4-1b) 454

bbf + 25 mm ≤ bcf (11.4-1bM) 455

456

where 457 bbf = width of beam flange, in. (mm) 458 bcf = width of column flange, in. (mm) 459 tbf = thickness of beam flange, in. (mm) 460

461

(a) (b) (c)

Fig. 11.9. Geometric compatibility (a) field-welded connection; (b) field-bolted standard 462 connection (Configuration A), (c) field-bolted narrow connection (Configuration B) 463

(2) Panel zones shall conform to the applicable requirements of the AISC Seismic 464 Provisions. 465

User Note: The column web panel zone strength shall be determined using AISC 466 Specification Section J10.6b. 467

(3) Column-beam moment ratios shall be limited as follows: 468




(a) For SMF systems, the column-beam moment ratio shall conform to the requirements 469 of the AISC Seismic Provisions as follows: 470

(i) The value of ∑M*pb shall be the sum of the projections of the expected flexural 471

strengths of the beam(s) at the plastic hinge locations to the column centerline 472

(Figure 11.10). The expected flexural strength of the beam shall be computed 473

as: 474

* 1.1 pb y yb b yM R F Z M (11.4-2) 475

where 476

Fyb = specified minimum yield stress of beam, ksi (MPa) 477

478

Mv = additional moment due to shear amplification from the center 479 of the plastic hinge to the centerline of the column. Mv shall be 480 computed as the quantity Vhsh; where Vh is the shear at the 481 point of theoretical plastic hinging, computed in accordance 482 with Equation 11.4-3, and sh is the distance of the assumed 483 point of plastic hinging to the column centerline, which is 484 equal to half the depth of the column plus the extension of the 485 side plates beyond the face of column plus the distance from 486 the end of the side plates to the plastic hinge, d/3. 487

2

prh gravity

h

MV V

L (11.4-3) 488

where 489 Lh = distance between plastic hinge locations, in. (mm) 490 Mpr = probable maximum moment at plastic hinge, kip-in. 491

(N-mm) 492 Vgravity = beam shear force resulting from 1.2D + f1L + 0.2S 493

(where f1 is the load factor determined by the 494 applicable building code for live loads, but not less 495 than 0.5), kips (N) 496

Ry = ratio of expected yield stress to specified minimum yield stress 497

Fy as specified in the AISC Seismic Provisions 498

Zb = nominal plastic section modulus of beam, in.3 (mm3) 499

User Note: The load combination of 1.2D + f1L + 0.2S is in 500 conformance with ASCE/SEI 7-16. When using the 501 International Building Code, a factor of 0.7 must be used in 502 lieu of the factor of 0.2 for S (snow) when the roof 503 configuration is such that it does not shed snow off the 504 structure. 505

(ii) The value of ∑M*pc shall be the sum of the projections of the nominal flexural 506

strengths (Mpc) of the column above and below the connection joint, at the 507 location of theoretical hinge formation in the column (i.e., one quarter the 508 column depth above and below the extreme fibers of the side plates), to the 509 beam centerline, with a reduction for the axial force in the column (Figure 510 11.10). The nominal flexural strength of the column shall be computed as: 511

* pc ec yc uc gM Z F P A (11.4-4) 512

where 513 Fyc = the minimum specified yield strength of the column at the 514

connection, ksi (MPa) 515 H = story height, in. (mm) 516




Hh = distance along column height from ¼ of column depth above top 517 edge of lower story side plates to ¼ of column depth below bottom 518 edge of upper story side plates, in. (mm) 519

Puc/Ag = ratio of column axial compressive load, computed in accordance 520 with load and resistance factor provisions, to gross area of the 521 column, ksi (MPa) 522

Zc = plastic section modulus of column, in.3 (mm3) 523 Zec= the equivalent plastic section modulus of column (Zc) at a distance 524

of ¼ column depth from top and bottom edge of side plates, 525 projected to beam centerline, in.3 (mm3), and computed as: 526

2

2 c c

ech h

Z H Z HZ

H H (11.4-5) 527

528 (b) For IMF systems, the column-beam moment ratio shall conform to the requirements 529

of the AISC Seismic Provisions. 530

Fig. 11.10. Force and distance designations for computation of 531 column-beam moment ratios. 532

11.5. CONNECTION WELDING LIMITATIONS 533

Filler metals for the welding of beams, columns and plates in the SidePlate connection shall 534 meet the requirements for seismic force-resisting system welds in the AISC Seismic Provisions. 535

User Note: Mechanical properties for filler metals for seismic force-resisting system welds are 536 detailed in AWS D1.8/D1.8M as referenced in the AISC Seismic Provisions. 537

The following welds are considered demand critical welds: 538

(1) Shop fillet weld 2 that connects the inside face of the side plates to the wide-flange or 539 HSS columns (see plan views in Figure 11.11, Figure 11.12 and Figure 11.13) and for 540 biaxial dual-strong axis configurations connects the outside face of the secondary side 541 plates to the outside face of primary side plates (see Figure 11.5). 542

(2) Shop fillet weld 5 that connects the edge of the beam flange to the beam flange cover 543 plate or angles (see Figures 11.14a and 11.14b). 544

(3) Shop fillet weld 5a that connects the outside face of the beam flange to the beam flange 545 U-shaped cover plate or angles (see Figures 11.14a and 11.14b). 546




(4) Field fillet weld 7 that connects the beam flange cover plates to the side plates (see 547 Figure 11.15a), or connects the HSS beam flange to the side plates. 548

(5) Fillet weld 8 that connects the top angles to the side plates in the field-bolted connection. 549

11.6. CONNECTION DETAILING 550

The following designations are used herein to identify plates and welds in the SidePlate 551 connection shown in Figures 11.11 through 11.15: 552

1. Plates/Angles 553

A Side plate, located in a vertical plane parallel to the web(s) of the beam, connecting frame 554 beam to column. 555

B Beam flange cover plate bridging between side plates A, as applicable. 556

C Vertical shear plate. 557

D Horizontal shear plate (HSP). This element transfers horizontal shear from the top and 558 bottom edges of the side plates A to the web of a wide-flange column. 559

E Erection angle. One of the possible vertical shear elements F. 560

F Vertical shear elements (VSE). These elements, which may consist of angles and plates or 561 bent plates, transfer shear from the beam web to the outboard edge of the side plates A. 562

G Longitudinal angles welded to the side plates A for connecting the beam flange cover 563 plate (field-bolted connection). 564

H Longitudinal angles welded to the beam flange for connecting to the side plates A (field-565 bolted connection). 566

T Horizontal plates welded to the side plates A for connecting the beam flange cover plate 567 as an alternative for Angle G (field-bolted connection). 568

2. Welds 569

1 Shop fillet weld connecting exterior edge of side plate A to the horizontal shear plate D or 570 to the face of a built-up box column or HSS section. 571

2 Shop fillet weld connecting inside face of side plate A to the tip of the column flange, or to 572 the corner of an HSS or built-up column section; and for biaxial dual-strong axis 573 configurations connects outside face of secondary side plates to outside face of primary 574 side plates. 575

3 Shop fillet weld connecting horizontal shear plate D to wide-flange column web. Weld 3 576 is also used at the column flanges where required to resist orthogonal loads through the 577 connection due to collectors, chords or cantilevers. 578

4 Shop fillet weld connecting vertical shear elements F to the beam web, and where 579 applicable, the vertical shear plate C to the erection angle E. 580

5 Shop fillet weld connecting beam flange tip to cover plate B/angles H. 581

5a Shop weld connecting outside face of beam flange to cover plate B (or to the face of the 582 beam flange with the angles H). 583




6 Field vertical fillet weld connecting vertical shear element (angle or bent plate) F to end of 584 side plate A (field-welded connection). 585

7 Field horizontal fillet weld connecting the cover plate B to the side plate A, or connects 586 HSS beam corners to side plates (field-welded connection). 587

8 Shop weld connecting the longitudinal angles G or horizontal plate T to the side plate 588 A (field-bolted connection). 589

Figure 11.11 shows the connection detailing for a one-sided moment connection configuration 590 in which one beam frames into a column (A-type). Figure 11.12 shows the connection detailing 591 for a two-sided moment connection configuration in which the beams are identical (B-type). 592 Figure 11.13 shows the connection detailing for a two-sided moment connection configuration 593 in which the beams differ in depth (C-type). Figures 11.14a and 14b show the beam assembly 594 shop detail for the field-welded and field-bolted connections, respectively. Figure 11.15 shows 595 the beam-to-side-plate field erection detail. If two beams frame into a column to form a corner, 596 the connection detailing is referred to as a D-type (not shown). The connection detailing for a 597 three-sided and four-sided moment connection configuration is referred to as an E-type and F-598 series, respectively (not shown). Figures 11.11, 11.12 and 11.13 show the field-welded 599 connection. The same details are applicable to the field-bolted connection, by using the beam 600 end details for the field-bolted connection. 601

602

603

604

Fig. 11.11. One-sided SidePlate moment connection (A-type), column shop detail. 605 606




607

608 Fig. 11.12. Two-sided SidePlate moment connection (B-type), column shop detail. 609

610




611

612

613 Fig. 11.13. Two-sided SidePlate moment connection (C-type), column shop detail. 614

615

616

Fig. 11.14a. Beam shop detail (field-welded). 617




618

619

Fig. 11.14b. Beam shop detail, field-bolted standard (Configuration A) 620

621




(a)

(b)

622

Fig. 11.15. Beam-to-side plate field erection detail. (a) elevation and section B-B, field-welded; 623 (b) elevation and section B-B, field-bolted standard (Configuration A). 624

625

3. Bolts 626

(1) Bolts shall be arranged symmetrically about the axis of the beam. 627

(2) Types of holes: 628

(a) Standard holes shall be used in the horizontal angles G and H. 629

(b) Either standard or oversized holes shall be used in the side plates and cover plates. 630

(c) Either standard or short-slotted holes (with the slot parallel to the beam axis) shall be 631

used in the angle of the vertical shear element if applicable (VSE). 632

(3) Bolt holes in the side plates, cover plates and longitudinal angles shall be made by drilling, 633

thermally cutting with grinding (with a surface roughness profile not exceeding 1000 634

micro-inches) or by sub-punching and reaming. Punched holes are not permitted. 635

(4) All bolts shall be installed as pretensioned high-strength bolts. 636




(5) Bolts shall be pretensioned high-strength bolts conforming to ASTM F3125 grade A490 or 637

A490M or F2280. Bolt diameter is limited to 1-1/2 in. (38 mm) maximum. 638

(6) The use of shim plates between the side plates and the cover plate or angles is permitted 639 at either or both locations, subject to the limitations of RCSC Specification. 640

(7) Faying surfaces of side plates, cover plate and angles shall have a Class A slip coefficient 641 or higher. 642

User Note: The use of oversized holes in the side plates and cover plates with 643

pretensioned bolts that are not designed as slip critical is permitted, consistent with 644

Section D2.2 of the Seismic Provisions. Although standard holes are permitted in the side 645

plate and cover plate, their use may result in field modifications to accommodate erection 646

tolerances. 647

648

11.7. DESIGN PROCEDURE 649

Step 1. Choose trial frame beam and column section combinations that satisfy geometric 650 compatibility based on Equation 11.4-1 or 11.4-1M. For SMF systems, check that the section 651 combinations satisfy the preliminary column-beam moment ratio given by: 652

∑ (FycZxc) > 1.7 ∑ (FybZxb) (11.7-1) 653

where 654 Fyb =specified minimum yield stress of beam, ksi (MPa) 655 Fyc = specified minimum yield stress of column, ksi (MPa) 656 Zxb = plastic section modulus of beam, in.3 (mm3) 657 Zxc = plastic section modulus of column, in.3 (mm3) 658

Step 2. Approximate the effects on global frame performance of the increase in lateral stiffness 659 and strength of the SidePlate moment connection, due to beam hinge location and side plate 660 stiffening, in the mathematical elastic steel frame computer model by using 100% rigid offset in 661 the panel zone, and by increasing the moment of inertia, elastic section modulus and plastic 662 section modulus of the beam to approximately three times that of the beam, for a distance of 663 approximately 77% of the beam depth beyond the column face (approximately equal to the 664 extension of the side plate beyond the face of the column), illustrated in Figure 11.16. 665

SMF beams that have a combination of shallow depth and heavy weight (i.e., beams with a 666 relatively large flange area such as those found in the widest flange series of a particular 667 nominal beam depth) require that the extension of the side plate A be increased, up to the 668 nominal depth of the beam, d and 1.7d, for the field-welded and field-bolted connections 669 respectively. 670

User Note: This increase in extension of side plate A of the field-welded connection, 671 lengthens fillet weld 7, thus limiting the extremes in the size of fillet weld 7. Regardless of 672 the extension of the side plate A, the plastic hinge occurs at a distance of d/3 and d/6 from the 673 end of the side plates for the field-welded and field bolted connections, respectively. 674

Step 3. Confirm that the frame beams and columns satisfy all applicable building code 675 requirements, including, but not limited to, stress or strength checks and design story drift 676 checks. 677

Step 4. Confirm that the frame beam and column sizes comply with prequalification limitations 678 per Section 11.3. 679

680




681

Fig. 11.16. Modeling of component stiffness for linear-elastic analysis. 682

Step 5. Upon completion of the preliminary and/or final selection of lateral load resisting frame 683 beam and column member sizes using SidePlate connection technology, the engineer of record 684 submits a computer model to SidePlate Systems, Inc. In addition, the engineer of record shall 685 submit the following additional information, as applicable: 686 Vgravity = factored gravity shear in moment frame beam resulting from the load combination of 687

1.2D + f1L + 0.2S (where f1 is the load factor determined by the applicable building 688 code for live loads, but not less than 0.5), kips (N) 689

User Note: The load combination of 1.2D + f1L + 0.2S is in conformance with 690 ASCE/SEI 7-16. When using the 2015 International Building Code, a factor of 0.7 691 must be used in lieu of the factor of 0.2 for S (snow) when the roof configuration is 692 such that it does not shed snow off of the structure. 693

(a) Factored gravity shear loads, V1 and/or V2, from gravity beams that are not in the plane of 694 the moment frame, but connect to the exterior face of the side plate(s) where 695

V1, V2 = beam shear force resulting from the load combination of 1.2D + f1L + 0.2S 696 (where f1 is the load factor determined by the applicable building code for live 697 loads, but not less than 0.5), kips (N) 698

(b) Factored gravity loads, Mcant and Vcant, from cantilever gravity beams that are not in the 699 plane of the moment frame, but connect to the exterior face of the side plate(s) where 700

Mcant = cantilever beam moment resulting from code applicable load combinations, kip-701 in. (N-mm) 702

703 Vcant = cantilever beam shear force resulting from code applicable load combinations, 704

kips (N) 705

User Note: Code applicable load combinations may need to include the following when 706 looking at cantilever beams: 1.2D + f1L + 0.2S and (1.2 + 0.2SDS)D + QE + f1L + 0.2S, 707 which are in conformance with ASCE/SEI 7-16. When using the 2015 International 708 Building Code, a factor of 0.7 must be used in lieu of the factor of 0.2 for S (snow) when 709 the roof configuration is such that it does not shed snow off of the structure. 710

(c) Perpendicular amplified seismic lateral drag or chord axial forces, A, transferred through 711 the SidePlate connection. 712




A = amplified seismic drag or chord force resulting from the applicable building code, 713 kips (N) 714

User Note: Where linear-elastic analysis is used to determine perpendicular collector or 715 chord forces used to design the SidePlate connection, such forces should include the 716 applicable load combinations specified by the building code, including considering the 717 amplified seismic load (Ωo). Where nonlinear analysis or capacity design is used, 718 collector or chord forces determined from the analysis are used directly, without 719 consideration of additional amplified seismic load. 720

(d) In-plane factored lateral drag or chord axial forces, A||, transferred along the frame beam 721 through the SidePlate connection. 722

A|| = amplified seismic drag or chord force resulting from applicable building code, kips 723 (N) 724

Step 6. Upon completion of the mathematical model review and after additional information 725 has been supplied by the engineer of record, SidePlate engineers provide project-specific 726 connection designs. Strength demands used for the design of critical load transfer elements 727 (plates, welds and column) throughout the SidePlate beam-to-column connection and the 728 column are determined by superimposing maximum probable moment, Mpr, at the known beam 729 hinge location, then amplifying the moment demand to each critical design section, based on 730 the span geometry, as shown in Figure 11.6, and including additional moment due to gravity 731 loads. For each of the design elements of the connection, the moment demand is computed per 732 Equation 11.7-2 and the associated shear demand is computed as: 733

Mgroup = Mpr + Vux (11.7-2) 734

where 735 Cpr = connection-specific factor to account for peak connection strength, including strain 736

hardening, local restraint, additional reinforcement, and other connection conditions. 737 The equation used in the calculation of the Cpr is provided by SidePlate as part of the 738 connection design. 739

User Note: In practice, the value of Cpr for SidePlate connections as determined 740 from testing and nonlinear analysis ranges from 1.15 to 1.35. 741

Fy = specified minimum yield stress of yielding element, ksi (MPa) 742 Lh = distance between plastic hinge locations, in. (mm) 743 Mgroup = maximum probable moment demand at any connection element, kip-in. (N-mm) 744 Mpr = maximum probable moment at plastic hinge per Section 2.4.3, kip-in. (N-mm), 745

computed as: 746

Mpr = CprRyFyZx (11.7-3) 747 Ry = ratio of expected yield stress to specified minimum yield stress, Fy 748 Vgravity = gravity beam shear resulting from 1.2D + f1L + 0.2S (where f1 is the load factor 749

determined by the applicable building code for live loads, but not less than 0.5), kips 750 (N) 751

752 Vu = maximum shear demand from probable maximum moment and factored gravity 753

loads, kips (N), computed as: 754

2

pru gravity

h

MV V

L (11.7-4) 755

Zx = plastic section modulus of beam about x-axis, in.3 (mm3) 756 x = distance from plastic hinge location to centroid of connection element, in. (mm) 757

Step 7. SidePlate designs all connection elements per the proprietary connection design 758 procedures contained in SidePlate Connection Design Software (version 16 for field-welded 759 and version 17 for field-bolted connections). The version is clearly indicated on each page of 760 calculations. The final design includes structural notes and details for the connections. 761

User Note: The procedure uses an ultimate strength design approach to size plates and welds, 762 incorporating strength, plasticity and fracture limits. For welds, an ultimate strength analysis 763




incorporating the instantaneous center of rotation may be used as described in AISC Steel 764 Construction Manual Section J2.4b. For bolt design, eccentric bolt group design methodology 765 incorporating ultimate strength of the bolts is used. Refer to the Commentary for an in-depth 766 discussion of the process. 767

In addition to the column web panel zone strength requirements, the column web shear strength 768 shall be sufficient to resist the shear loads transferred at the top and bottom of the side plates. 769 The design shear strength of the column web shall be determined in accordance with AISC 770 Specification Section G2.1. 771

Step 8. Engineer of record reviews SidePlate calculations and drawings to ensure that all 772 project specific connection designs have been appropriately designed and detailed based on 773 information provided in Step 5. 774

775




CHAPTER 14 776 777

SLOTTEDWEB™ (SW) MOMENT CONNECTION 778 779

The user’s attention is called to the fact that compliance with this chapter of the standard requires use of an 780 invention covered by patent rights.† By publication of this standard, no position is taken with respect to the 781 validity of any claim(s) or of any patent rights in connection therewith. The patent holder has filed a 782 statement of willingness to grant a license under these rights on reasonable and nondiscriminatory terms and 783 conditions to applicants desiring to obtain such a license, and the statement may be obtained from the 784 standards developer. 785 786 14.1. GENERAL 787 788

The SlottedWebTM moment connection features slots in the web of the beam that are parallel and 789 adjacent to each flange, as shown in Figure 14.1. Inelastic behavior is expected to occur through 790 yielding and buckling of the beam flanges in the region of the slot accompanied by yielding of the 791 web in the region near the end of the shear plate. 792

793 794

795 796

(a) (b) 797 798

Fig. 14.1. SW Beam-to-column moment connection. 799 800 14.2. SYSTEMS 801 802

The SlottedWebTM (SW) connections are prequalified for the use in special moment frames (SMF) 803 within the limits of these provisions. 804 805

14.3. PREQUALIFICATION LIMITS 806 807 1. Beam Limitations 808

809 Beams shall satisfy the following limitations: 810

811

†The SlottedWeb™ connection configuration illustrated herein is protected by one or more of the following U.S. patents: U.S. Pat. Nos. 5,680,738; 6,237,303; 7,047,695; all held by Seismic Structural Design Associates.




(1) Beams shall be rolled wide-flange or built-up I shaped members conforming to the 812 requirements of Section 2.3. 813

(2) Beam depth shall be limited to a maximum of W36 (W920) for rolled shapes. The depth of 814 built- up sections shall not exceed the depth permitted for rolled wide-flange shapes. 815

(3) Beam weight shall be limited to a maximum 400 lb/ft (600 kg/m). 816

(4) Beam flange thickness shall be limited to a maximum of 2¼ in. (64 mm). 817

(5) The clear span-to-depth ratio of the beam shall be limited to 6.4 or greater 818

(6) Width-to-thickness ratios for the flanges and webs of the beam shall conform to the 819 requirements of the AISC Seismic Provisions. 820

(7) Lateral bracing of the beams shall be provided in conformance with the AISC Seismic 821 Provisions. No supplemental lateral bracing is required at the plastic hinges. 822

(8) The protected zones as shown in Figure 14.2 consist of: 823

(a) The portion of the beam web between the face of the column to the end of the slots plus one-824 half the depth of the beam, db, beyond the slot end and 825

(b) The beam flange from the face of the column to the end of the slot plus one-half the beam 826 flange width, bf. 827

828 Fig. 14.2. Protected zones. 829

830 2. Column Limitations 831 832

(1) Columns shall be of any of the rolled shapes or built-up sections permitted in Section 833 2.3. 834




(2) The beam shall be connected to the flange of the column. 835

(3) Rolled shape column depths shall be limited to W36 (W920). The depth of built-up wide- 836 flange columns shall not exceed that allowed for rolled shapes. Flanged cruciform columns 837 shall not have a width or depth greater than the depth allowed for rolled shapes. Built-up box 838 columns shall not have a width or depth exceeding 24 in. (610 mm). Boxed wide flange 839 columns shall not have a width or depth exceeding 24 in. (610 mm) if participating in 840 orthogonal moment frames. 841

(4) There is no limit on the weight per foot of columns. 842

(5) There are no additional requirements for flange thickness. 843

(6) Width-thickness ratios for the flanges and web of columns shall conform to the requirements 844 of the AISC Seismic Provisions. 845

(7) Lateral bracing of columns shall conform to the requirements of the AISC Seismic Provisions. 846

14.4. COLUMN-BEAM RELATIONSHIP LIMITATIONS 847 848 Beam-to-Column connections shall satisfy the following limitations: 849 850

(1) Panel zones shall conform to the requirements of the AISC Seismic Provisions. 851 852

(2) Column-beam ratios shall be limited as follows: 853 854

The moment ratio shall conform to the AISC Seismic Provisions. The value of * pbM shall 855

be taken equal to pr uvM M , where Mpr is the probable maximum moment of the beam, 856

defined in Section 14.8, Step 3, and where Muv is the additional moment due to shear 857 amplification from the plastic hinge, which is located at the end of the shear plate, to the 858 centerline of the column. 859

860 861 2uv beam p colM V l d (14.4-1) 862

863 864

where 865 Vbeam = shear at the beam plastic hinge, kips (N), computed according to step 3 in Section 866

14.8. 867 dcol = depth of the column, in. (mm) 868 lp = width of the shear plate, in. (mm) 869

870 14.5. BEAM FLANGE-TO-COLUMN FLANGE WELD LIMITATIONS 871 872 Beam flange to column flange connections shall satisfy the following limitations: 873 874

(1) Beam flanges shall be connected to the column flanges using complete joint penetration 875 (CJP) groove welds. Beam flange welds shall conform to the requirements of demand critical 876 welds in the AISC Seismic Provisions. 877

(2) Weld access hole geometry shall conform to the requirements of the AISC Specification. 878 879 14.6. BEAM WEB AND SHEAR PLATE CONNECTION LIMITATIONS 880 881

Beam web and shear plate connections shall satisfy the following limitations: 882 883

The shear plate shall be welded to the column flange using a CJP groove weld, a PJP groove weld, or 884 a combination of PJP and fillet welds. The shear plate shall be bolted to the beam web and fillet 885 welded to the beam web. The horizontal fillet welds at the top and bottom of the shear plate shall be 886




terminated at a distance not less than one fillet weld size from the end of the beam. The beam web 887 shall be connected to the column flange using a CJP groove weld extending the full height of the 888 shear plate. The shear plate connection shall be permitted to be used as backing for the CJP groove 889 weld. The beam web-to-column flange CJP groove weld shall conform to the requirements for 890 demand critical welds in the AISC Seismic Provisions. 891 892 (a) If weld tabs are used, they need not be removed. 893 894 (b) If weld tabs are not used, the CJP groove weld shall be terminated in a manner that minimizes 895

notches and stress concentrations, such as with the use of cascaded welds. Cascaded welds shall 896 be performed at a maximum angle of 45˚ relative to the axis of the weld. Nondestructive testing 897 (NDT) of the cascaded weld ends need not be performed. 898

899 900 14.7. FABRICATION OF BEAM WEB SLOTS 901 902

The beam web slots shall be made using thermal cutting or milling of the slots and holes or by drilling 903 the holes to produce surface roughness in the slots or holes not exceeding 1,000 micro-inches (25 904 microns). Gouges and notches that may occur in the cut slots shall be repaired by grinding. The beam 905 web slots shall terminate at thermally cut or drilled 1 1/16-in. (27 mm) diameter holes for beams 906 nominal 24 in. (610 mm) deep or greater or 13/16-in. (21 mm) holes for beams less than nominal 24 907 in. (610 mm) deep. Punched holes are not permitted. The slot widths and tolerances are shown in 908 Figure 14.3. The length of the 1/8-in. slot shall be at least equal to the width of the shear plate, but 909 need not exceed half the slot length, ls. The transition from the 1/8-in. (3 mm) slot to the ¼-in. slot (6 910 mm) shall not have a slope greater than 1 vertical to 3 horizontal. 911

912 913

914 915

Fig. 14.3. Slot widths and tolerances. 916 917

14.8. DESIGN PROCEDURE 918 919

Step 1. Design the beam web slots. The beam slot length, ls, shall be the least of the following 920 within ± 10%: 921

922 1.5s fl b (14.8-1) 923




0.60s bfye

El t

F (14.8-2) 924

925

2

sd

l (14.8-3) 926

10

b ps p

l ll l

(14.8-4) 927

where 928 929 E = steel elastic modulus, ksi (MPa) 930 Fye = expected yield strength of steel beam, ksi (MPa) 931 = RyFy 932 Ry = ratio of the expected yield stress to the minimum yield stress, Fy 933 bf = beam flange width, in. (mm) 934 d = nominal depth of the beam, in. (mm) 935 lb = half the clear span length of beam, in. (mm) 936 lp = width of the shear plate, in. (mm) 937 tbf = beam flange thickness, in. (mm) 938

939 940

Step 2. Design the shear plate. Steel with a specified minimum yield stress of 50 ksi (345 MPa) 941 shall be used. The shear plate width shall not be greater than 1/2 the length of the beam 942 web slot or 6 in. (152 mm), but not shorter than 1/3 the beam slot length. The height, h, of 943 the shear plate is determined as: 944

945 h = T – 2 in. ± 1 in. (14.8-5) 946 h = T – 50 mm ± 25 mm (14.8-5M) 947 948

where T is defined in the AISC Steel Construction Manual for wide-flange shapes. The 949 minimum shear plate thickness shall be equal to at least 2/3 of the beam web thickness 950 but not less than 3/8 in. (10 mm). 951

952 The minimum required shear plate thickness, tp, is based upon the additional moment due 953 to shear amplification from the end of the shear plate to the face of the column. Use the 954 plate elastic section modulus to conservatively compute the shear plate minimum 955 thickness. 956

957

2

6 beam pp pr y

b p

Z lt C R

l lh

(14.8-6) 958

959 where 960 961 Zbeam = plastic modulus of the beam, in.3 (mm3) 962 963 964

Step 3. Design the shear plate-to-beam web weld. The shear plate shall be welded to the beam 965 web with an eccentrically loaded fillet weld group. The weld shall be designed to resist 966 Mweld and Vweld and to account for the resulting eccentricity, ex. These values are 967 determined as follows: 968

2

pweld pr web y y

p bw

t hM C Z R F

t t T

(14.8-7) 969

p

weld beamp w

tV V

t t

(14.8-8) 970




weld

xweld

Me

V (14.8-9) 971

where 972 Mweld = moment resisted by the shear plate, kip-in. (N-mm) 973

Vbeam = shear at the beam plastic hinge, kips (N) 974

= pr

gravityb p

MV

l l

(14.8-10) 975

and where 976 977 Mpr = pr y y beamC R F Z 978

Vgravity = beam shear force resulting from the load combination 1.2D + f1L + 0.2S 979 (where f1 is the load factor determined by the local building code for live 980 loads, but not less than 0.5), kips (N) 981

982 User Note: The load combination of (1.2D + fl L + 0.2S) is in conformance with 983 ASCE/SEI-7. When using the International Building Code, a factor of 0.7 shall be 984 used in lieu of the factor 0.2 for S (snow) when the roof configuration is such that it 985 does not shed snow off the structure. 986

987 Vweld = shear resisted by the shear plate, kips (N) 988 Zbeam = plastic modulus of the beam, in.3 (mm3) 989 Zweb = plastic section modulus of the beam web, in.3 (mm3) 990

= 2

4wt T

(14.8-11) 991

ex = eccentricity of the shear plate weld, in. (mm) 992 tbw = thickness of the beam web, in. (mm) 993 994

User Note: The AISC Manual design tables for “Eccentrically Loaded Weld 995 Groups” may be used to design the shear plate-to-beam web fillet weld. Use the 996 height and width of the shear plate and the shear eccentricity, ex, as shown in Figure 997 14.4, to determine the weld design table coefficients. 998

999 1000

Fig. 14.4. Eccentrically loaded weld group. 1001 1002 1003

Step 4. Design the shear plate to column flange weld. 1004 1005

The required strength of the weld connecting the shear plate to the column flange shall be 1006 equal to the nominal strength of the eccentrically loaded weld group as calculated 1007 according to Step 3. 1008




1009 Step 5. Select the high strength pretensioned bolts in standard holes for the shear plate-to-beam 1010

web connection to serve as both erection bolts and to stabilize the beam web from lateral 1011 buckling at the column flange. These bolts shall have a maximum bolt spacing of 6 in. 1012 (150 mm) on center over the full height of the plate. The diameter of the bolts shall be 1013 equal to or greater than the thickness of the beam web. 1014

1015 Step 6. Compute the probable maximum moment at the column face, Mf, for use in checking 1016

continuity plate and panel zone requirements. 1017 1018

f pr beam pM M V l (14.8-12) 1019

1020 1021

Step 7. Check the shear strength of the beam according to AISC Specification Chapter G. 1022 1023

Step 8. Check continuity plate requirements according to Section 2.4.4 1024 1025

Step 9. Check column panel zone according to Section 14.4 1026 1027 Step 10. Check column-beam moment ratio according to Section 14.4 1028




COMMENTARY 1029

on Supplement No. 1 1030

to AISC 358-16 1031

Prequalified Connections for 1032

Special and Intermediate 1033

Steel Moment Frames for 1034

Seismic Applications 1035

1036

Draft dated January 12, 2018 1037

1038

1039

1040

This Commentary is not part of ANSI/AISC 358-16s1, Prequalified Connections for Special and 1041 Intermediate Steel Moment Frames for Seismic Applications. It is included for informational 1042 purposes only. 1043

INTRODUCTION 1044

The Commentary furnishes background information and references for the benefit of the design 1045

professional seeking further understanding of the basis, derivations and limits of the Standard. 1046

1047

The Standard and Commentary are intended for use by design professionals with demonstrated 1048

engineering competence. 1049

1050 1051 1052

1053




CHAPTER 11 1054

SIDEPLATE® MOMENT CONNECTION 1055

11.1. GENERAL 1056

The SidePlate® moment connection is a post-Northridge connection system that uses 1057 a configuration of redundant interconnecting structural plates, fillet weld groups and 1058 high strength pretensioned bolts (as applicable), which act as positive and discrete 1059 load transfer mechanisms to resist and transfer applied moment, shear and axial load 1060 from the connecting beam(s) to the column. This load transfer minimizes highly 1061 restrained conditions and triaxial strain concentrations that typically occur in flange-1062 welded moment connection geometries. The connection system is used for both new 1063 and retrofit construction and for a multitude of design hazards such as earthquakes, 1064 extreme winds, and blast and progressive collapse mitigation. 1065

The wide range of applications for SidePlate® connection technology, including the 1066 methodologies used in the fabrication and erection shown herein, are protected by one 1067 or more U.S. and foreign patents identified at the bottom of the first page of Chapter 1068 11. Information on the SidePlate® moment connection can be found at 1069 www.sideplate.com. SidePlate® moment connections not specifically designed by 1070 SidePlate Systems, Inc. shall be considered unauthorized and not prequalified and 1071 shall not be manufactured. 1072

The SidePlate® moment connections are designed and detailed in two types: 1073

1. Field-welded connection 1074 2. Field-bolted connection 1075

Both types are fully restrained connections of beams to columns. Figures 11.1 and 1076 11.2 show the field-welded and field-bolted connections’ various configurations, 1077 respectively. The field-bolted connection is available in two configurations, referred 1078 to as Configuration A (standard) and Configuration B (narrow). 1079

Moment frames that utilize the SidePlate® connection system may be constructed 1080 using one of three methods. The most common construction method uses a full-length 1081 beam for erection, namely SidePlate FRAME® configuration, as shown in Figure C-1082 11.1 (a) and (b). This method employs a full-length beam assembly consisting of the 1083 beam with shop-installed cover plates B/angles H (if required) and vertical shear 1084 elements (as applicable), which are either fillet-welded or bolted near the ends of the 1085 beam depending on the type of the connection. 1086

Column assemblies are typically delivered to the job site with the horizontal shear 1087 plates D and side plates A shop welded to the column at the proper floor framing 1088 locations. Where built-up box columns are used, horizontal shear plates D are not 1089 required, nor applicable. 1090

For the field-welded option: During frame erection, the full-length beam assemblies 1091 are lifted up in between the side plates A that are kept spread apart at the top edge 1092 of the side plates A with a temporary shop-installed spreader [Figure C-11.1 (a)]. A 1093 few bolts connecting the beam’s vertical shear plates C (shear elements as 1094 applicable) to adjacent free ends of the side plates A are initially inserted to provide 1095 temporary shoring of the full-length beam assembly, after which the temporary 1096 spreader is removed. The remaining erection bolts (as many as can be installed) are 1097 then inserted and installed to a snug tight condition. These erection bolts can also act 1098 as a clamp to effectively close or minimize potential root gaps that might have existed 1099 between the interior face of the side plates A and the longitudinal edges of the top 1100 cover plate B while bringing the top face of the wider bottom cover plate B into 1101 a snug fit with the bottom edges of the side plates A. To complete the field 1102 assembly, four horizontal fillet welds joining the side plates A to the cover plates 1103 B are then deposited in the horizontal welding position (Position 2F per AWS 1104 D1.1/D1.1M), and, when applicable, two vertical single-pass field fillet welds joining 1105 the side plates A to the vertical shear elements (VSE) are deposited in the vertical 1106 welding position (Position 3F per AWS D1.1/D1.1M). Alternately this can be 1107




configured such that the width of bottom cover plate B is equal to the width of the 1108 top cover plate B (i.e., both cover plates B fit within the separation of the side 1109 plates A, which would also be slightly deeper in their lengths to accommodate), in 1110 lieu of the bottom cover plate B being wider than the distance between side plates 1111 A. Note that when this option is selected by the engineer, the two bottom fillet 1112 welds connecting the bottom cover plates B to the side plates A will be deposited 1113 in the overhead welding position (Position 4F per AWS D1.1/D1.1M). 1114

For the field-bolted option: During frame erection, the full-length beam assemblies 1115 are dropped down in between the side plates A that are kept spread apart at the 1116 bottom edge of the side plates A with a temporary shop-installed spreader (Figure 1117 C-11.1b). A few bolts/fasteners assemblies connecting the beam’s top cover plate B 1118 (or vertical shear plates C as applicable) to adjacent free ends of the longitudinal 1119 angles on the side plates A (or the side plates A themselves) are initially inserted 1120 to provide temporary shoring of the full-length beam assembly, after which the 1121 temporary spreader is removed. Shim plates may be installed between the side plates 1122 A and the cover plate B or longitudinal angles if required. The remaining 1123 bolts/fastener assemblies are then inserted to a snug tight specification in a systematic 1124 assembly within the joint, progressing from the most rigid part of the joint until the 1125 connected plies are in as firm as contact as practicable. These bolts should clamp and 1126 effectively minimize any gaps that might have existed between the interior face of the 1127 side plates A and the longitudinal edges of the angles and that of the interface 1128 between the bottom face of the top cover plate B and the top longitudinal angles 1129 G on the exterior face of the side plates A (Configuration A only). Note the 1130 standard configuration (Configuration A) has a pair of angles attached to the bottom 1131 flange of the beam and the narrow configuration (Configuration B) consists of pairs 1132 of angles attached to both the top and bottom flanges of the beam. To complete the 1133 field assembly, the second step of the pretensioning methodology is the subsequent 1134 systematic pretensioning of all bolt/fastener assemblies; they shall progress in a 1135 similar manner as was done for the snug tight condition, from the most rigid part of 1136 the joint that will minimize relation of previously pretensioned bolts. 1137

Where the full-length beam erection method (SidePlate FRAME® configuration), is 1138 not used, the original SidePlate® moment configuration may be used (2nd method). 1139 The original SidePlate® moment configuration utilizes the link-beam erection method, 1140 which connects a link beam assembly to the beam stubs of two opposite column tree 1141 assemblies with field complete-joint-penetration (CJP) groove welds (Figures C-1142 11.1c and 11.1d). As a third method, in cases where moment frames can be shop 1143 prefabricated and shipped to the site in one piece, no field bolting or welding is 1144 required (Figure C-11.1e). 1145

The SidePlate® moment connection is proportioned to develop the probable 1146 maximum moment capacity of the connected beam. Beam flexural, axial and shear 1147 forces are typically transferred to the top and bottom rectangular cover plates B via 1148 four shop horizontal fillet welds that connect the edges of the beam flange tips to the 1149 corresponding face of each cover plate B (two welds for each beam flange). When 1150 the U-shaped cover plates B or angles H are used, the same load transfer occurs 1151 via four shorter shop horizontal fillet welds that connect the edge of the beam flange 1152 tips to the corresponding face of each cover plate B/angles H (two welds for each 1153 beam flange), as well as two shop horizontal fillet welds that connect the outside 1154 faces of the beams top and bottom flanges to the corresponding inside edge of each 1155 U-shaped cover plate B (for the conditions with pairs of angles H, there are two 1156 welds that will connect each angle to the corresponding beam flange face). These 1157 same forces are then transferred from the cover plates B or pairs of angles H to 1158 the side plates A via either four field horizontal fillet welds (in the field-welded 1159 connection) or four lines of bolts (in the field-bolted connection) that connect the 1160 cover plates B or pairs of angles H to the side plates A. The side plates A 1161 transfer all of the forces from the beam (including that portion of shear in the beam 1162 that is transferred from the beam’s web via vertical shear elements, or via the cover 1163 plate B and pairs of angles H, as applicable), across the physical gap to the 1164 column via shop fillet welding (or flare bevel welding, as required) of the side plates 1165 A to the column flange tips (a total of four shop fillet welds; two for each side plate 1166 A), and to complete the weld group there are two horizontally placed shop fillet 1167




welds at the top and bottom of each side plates A. These welds may attach directly 1168 to the face of a box or HSS column, or they may attach to horizontal shear plates D 1169 as applicable (a total of four shop fillet welds two for each side plate A). The 1170 horizontal shear plates D are in turn shop fillet welded to the column web and 1171 under certain conditions, also to the inside face of column flanges. 1172

1173

Fig. C-11.1. SidePlate® moment connection construction methods: (a) full-length 1174 beam erection method (SidePlate FRAME® configuration; field-welded); (b) full-1175 length beam erection method (SidePlate® moment standard configuration; field-1176

(a) (b)

(c) (d)

(e)




bolted); (c) link-beam erection method (original SidePlate® moment 1177 configuration, field welded); (d) link beam-to-beam stub splice detail; and (e) all 1178 shop-prefabricated single-story moment frame (no field welding); multi-story 1179 frames dependent on transportation capabilities. 1180

SidePlate Systems, Inc., developed, tested and validated the SidePlate® moment 1181 connection design methodology, design controls, critical design variables, and 1182 analysis procedures. The development of the SidePlate FRAME® configuration that 1183 employs the full-length beam erection method builds off of the research and testing 1184 history of its proven predecessor—the original configuration and its subsequent 1185 refinements. Moreover, from 2015 to 2017, the field-bolted connection was 1186 developed and successfully tested and validated. It resulted in further performance 1187 enhancements: optimizing the use of connection component materials with advanced 1188 analysis methods and maximizing the efficiency, simplicity and quality control of its 1189 fabrication and erection processes. Following the guidance of the AISC Seismic 1190 Provisions, the validation of the field-welded and field-bolted SidePlate FRAME® 1191 configuration consists of: 1192

(a) Analytical testing conducted by SidePlate Systems, Inc. using nonlinear finite 1193 element analysis (FEA) for built-up and rolled shapes, plates and welds and 1194 validated inelastic material properties by physical testing. 1195

(b) In addition to the tests conducted between 1994 and 2006 utilizing the original 1196 configuration, SidePlate Systems, Inc., conducted physical validation testing 1197 with a full-length beam assembly (SidePlate FRAME® configuration) at the 1198 Lehigh University Center for Advanced Technology for Large Structural 1199 Systems (ATLSS) in 2010 (Hodgson et al., 2010a, 2010b, and 2010); a total of 1200 six cyclic tests, and at the University of California, San Diego (UCSD), Charles 1201 Lee Powell Laboratories in 2012 and 2013 a total of two cyclic tests was 1202 conducted (Minh Huynh and Uang, 2012), and a total of one biaxial cyclic test 1203 (Minh Huynh and Uang, 2013). The biaxial moment connection test subjected 1204 the framing in the orthogonal plane to a constant shear, creating a moment 1205 across the column-beam joint equivalent to that created by the probable 1206 maximum moment at the plastic hinge of the primary beam, while the framing 1207 in the primary plane was simultaneously subjected to the qualifying cycle 1208 loading specified by the AISC Seismic Provisions (AISC, 2016a). More 1209 recently, a physical testing program was conducted at the University of 1210 California, San Diego (Mashayekh and Uang, 2016; Reynolds and Uang, 2017) 1211 to validate the performance of the field-bolted SidePlate® moment connection. 1212 A total of seven cyclic tests, two of which utilized HSS columns and one of 1213 which utilized built-up box columns, were conducted. The purpose of these 1214 tests was to confirm adequate global inelastic rotational behavior of either 1215 field-welded or field-bolted SidePlate® moment connections with 1216 parametrically selected member sizes, corroborated by analytical testing, and to 1217 identify, confirm and accurately quantify important limit state thresholds for 1218 critical connection components to objectively set critical design controls. The 1219 2015-2017 testing program at UCSD additionally aimed to verify the 1220 satisfactory performance of HSS columns with width-to-thickness ratios of up 1221 to 21 in SidePlate® moment connections through the application of a significant 1222 axial load on the column in addition to the AISC Seismic Provisions loading 1223 protocol. The testing program also aimed to verify the satisfactory performance 1224 of SidePlate® moment connections with built-up box columns without any 1225 internal horizontal shear plates D or stiffener (continuity) plates, where 1226 flange and web plates of built-up box columns are continuously connected by 1227 either fillet welds or PJP groove welds along the length of the column. It 1228 implies that no CJP welds will be required within a zone extending from 12 in. 1229 (300 mm) above the upper beam flange to 12 in. (300 mm) below the lower 1230 beam flange, flange and web plates of boxed wide-flange columns in 1231 SidePlate® moment connections. 1232

(c) Tests on SidePlate® moment connections, both uniaxial and biaxial 1233 applications, show that yielding is generally concentrated within the beam 1234




section just outside the ends of the two side plates A. Peak strength of 1235 specimens is usually achieved at an interstory drift angle of approximately 0.03 1236 to 0.05 rad. Specimen strength then gradually reduces due to local and lateral-1237 torsional buckling of the beam. Ultimate failure typically occurs at interstory 1238 drift angles of approximately 0.04 to 0.06 rad for the field-welded and 0.06 to 1239 0.08 for the field-bolted connection by low-cycle fatigue fracture from local 1240 buckling of the beam flanges and web. 1241

To ensure predictable, reliable and safe performance of the SidePlate FRAME® 1242 configuration when subjected to severe load applications, the inelastic material 1243 properties, finite element modeling (FEM) techniques and analysis methodologies 1244 that were used in its analytical testing were initially developed, corroborated and 1245 honed based on nonlinear analysis of prior full-scale physical testing of the original 1246 SidePlate® configuration. The finite element techniques and design methodologies 1247 have been further refined and polished as a result of the testing program with field-1248 bolted connections at UCSD from 2015 to 2017. 1249

The earliest physical testing of SidePlate® connections consisted of a series of eight 1250 uniaxial cyclic tests, one biaxial cyclic test conducted at UCSD and a separate series 1251 of large-scale arena blast tests. The blast tests consisted of an explosion followed by 1252 monotonic loading using the following configurations: two blast tests (one with and 1253 one without a concrete slab present), two blast-damaged progressive collapse tests 1254 and one non-blast damaged test, conducted by the Defense Threat Reduction Agency 1255 (DTRA) of the U.S. Department of Defense (DoD), at Kirtland Air Force Base, 1256 Albuquerque, NM. 1257

These extensive testing efforts have resulted in the ability of SidePlate Systems, Inc. 1258 to: 1259

(a) Reliably replicate and predict the global behavior of the SidePlate FRAME® 1260 configuration compared to actual tests. 1261

(b) Explore, evaluate and determine the behavioral characteristics, redundancies 1262 and critical limit state thresholds of its connection components. 1263

(c) Establish and calibrate design controls and critical design variables of the 1264 SidePlate FRAME® configuration, as validated by physical testing. 1265

Connection prequalification is based on the completion of several carefully prescribed 1266 validation testing programs, the development of a safe and reliable plastic capacity 1267 design methodology that is derived from ample performance data from 31 full-scale 1268 tests of which two were biaxial, and the judgment of the CPRP. The connection 1269 prequalification objectives have been successfully completed; the rudiments are 1270 summarized below: 1271

(a) System-critical limit states have been identified and captured by physical full-1272 scale cyclic testing and corroborated through nonlinear FEA. 1273

(b) The effectiveness of identified primary and secondary component redundancies 1274 of the connection system has been demonstrated and validated through 1275 parametric performance testing—both physical and analytical. 1276

(c) Critical behavioral characteristics and performance nuances of the connection 1277 system and its components have been identified, captured and validated. 1278

(d) Material sub-models of inelastic stress/strain behavior and fracture thresholds 1279 of weld consumables and base metals have been calibrated to simulate actual 1280 behavior. 1281

(e) Sufficient experimental and analytical data on the performance of the 1282 connection system have been collected and assessed to establish the likely yield 1283 mechanisms and failure modes. 1284

(f) Rational nonlinear FEA models for predicting the resistance associated with 1285 each mechanism and failure mode have been employed and validated through 1286 physical testing. 1287




(g) Based on the technical merit of the above accomplishments, a rational ultimate 1288 strength design procedure has been developed based on physical testing, 1289 providing confidence that sufficient critical design controls have been 1290 established to preclude the initiation of undesirable mechanisms and failure 1291 modes and to secure expected safe levels of cyclic rotational behavior and 1292 deformation capacity of the connection system for a given design condition. 1293

11.2. SYSTEMS 1294

The SidePlate® moment connection meets the prequalification requirements for 1295 special and intermediate moment frames in both traditional in-plane frame 1296 applications (one or two beams framing into a column) as well as orthogonal 1297 intersecting moment-resisting frames (corner conditions with two beams orthogonal 1298 to one another, as well as three or four orthogonal beams framing into the same 1299 column). 1300

The SidePlate® moment connection has been used in moment-resisting frames with 1301 skewed and/or sloped beams with or without skewed side plates A, although such 1302 usage is outside of the scope of this standard. 1303

SidePlate® moment connection’s unique geometry allows its use in other design 1304 applications where in-plane diagonal braces or diagonal dampers are attached to the 1305 side plates A at the same beam-to-column joint as the moment-resisting frame 1306 while maintaining the intended SMF or IMF level of performance. When such dual 1307 systems are used, supplemental calculations must be provided to ensure that the 1308 connection elements (plates and welds) have not only been designed for the intended 1309 SMF or IMF connection in accordance with the prequalification limits set herein, but 1310 also for the additional axial, shear and moment demands due to the diagonal brace or 1311 damper. 1312

11.3. PREQUALIFICATION LIMITS 1313

1. Beam Limitations 1314

A wide range of beam sizes, including both wide flange and HSS beams, has been 1315 tested with the SidePlate® moment connection. For the field-welded connection, the 1316 smallest beam size was a W18×35 (W460×52) and the heaviest a W40×297 1317 (W1000×443). For the field-bolted connection, the smallest beam size was W21×73 1318 (W530×109) and the largest beam size was W40×397 (W1000×591). The deepest 1319 beam tested was W44×290 (W1100×433) with the depth of 43.6 in. (1107 mm). 1320 Beam compactness ratios have varied from that of a W18×35 (W460×52) with bf/2tf 1321 = 7.06 to a W40×294 (W1000×438) with bf/2tf = 3.11. For HSS beam members, tests 1322 have focused on small members such as the HSS 7×4×1/2 (HSS177.8×101.6×12.7) 1323 having ratios of b/t = 5.60 and h/t = 12.1. As a result of all the SidePlate Systems, Inc. 1324 testing programs, critical ultimate strength design parameters for the design and 1325 detailing of the SidePlate® moment connection system have been developed for 1326 general project use. These requirements and design limits are the result of a detailed 1327 assessment of actual performance data coupled with independent physical validation 1328 testing and/or corroborative analytical testing of full-scale test specimens using 1329 nonlinear FEA. It was the judgment of the CPRP that the maximum beam depth and 1330 weight of the SidePlate® moment connection would be limited to the nominal beam 1331 depth and approximate weight of the sections tested, as has been the case for most 1332 other connections. 1333

Since the behavior and overall ductility of the SidePlate® moment connection system 1334 is defined by the plastic rotational capacity of the beam, the limit state for the 1335 SidePlate® moment connection system is ultimately the failure of the beam flange, 1336 away from the connection. Therefore, the limit of the beam’s hinge-to-hinge span-to-1337 depth ratio of the beam, Lh/d, is based on the demonstrated rotational capacity of the 1338 beam. 1339

As an example, for test specimen 3 tested at Lehigh University (Hodgson et al., 1340 2010c), the W40×294 (W1000×438) beam connected to the W36×395 (W920×588) 1341 column reached two full cycles at 0.06 rad of rotation (measured at the centerline of 1342




the column), which is significantly higher than the performance threshold of one 1343 cycle at 0.04 rad of rotation required for successful qualification testing by the AISC 1344 Seismic Provisions. Most of the rotation at that amplitude came from the beam 1345 rotation at the plastic hinge. With the rotation of the column at 0.06 rad, the measured 1346 rotation at the beam hinge was between 0.085 and 0.09 rad (see Figure C-11.2a). The 1347 tested half-span was 14.5 ft (4.42 m), which represents a frame span of 29 ft (8.84 m) 1348 and an Lh/d ratio of 5.5. Assuming that 100% of the frame system’s rotation comes 1349 from the beam’s hinge rotation (a conservative assumption because it ignores the 1350 rotational contributions of the column and connection elements), it is possible to 1351 calculate a minimum span at which the frame drift requirement of one cycle at 0.04 1352 rad is maintained, while the beam reaches a maximum of 0.085 rad of rotation. 1353 Making this calculation gives a minimum span of 20 ft (6.1 m) and an Lh/d ratio of 3. 1354 Making this same calculation for the tests of the W36×150 (W920×223) beam (Minh 1355 Huynh and Uang, 2012; Figure C-11.2b) using an average maximum beam rotation of 1356 0.08 rad of rotation, gives a minimum span of 18 ft, 10 in. (5.74 m) and an Lh/d ratio 1357 of 3.2. Given that there will be variations in the performance of wide-flange beams 1358 due to local effects such as flange buckling, it is reasonable to set the lower bound 1359 Lh/d ratio for the SidePlate® field-welded moment connection system at 4.5 for SMF 1360 and 3.0 for IMF, regardless of beam compactness. It should be noted that the 1361 minimum Lh /d ratio of 4.5 (where Lh is measured from the centerline of the beam’s 1362 plastic hinges) typically equates to 6.7 as measured from the face of column to face of 1363 column when the typical side plate A extension (shown as “Side plate A 1364 extension” in Figure 11.6) from face of column is used. The 6.7 ratio, which is 1365 slightly less than the 7.0 for other SMF moment connections, allows the potential for 1366 a deeper beam to be used in a shorter bay than other SMF moment connections. The 1367 field-bolted testing program at UCSD (Mashayekh and Uang, 2016; Reynolds and 1368 Uang, 2017) showed that the field-bolted connections sustained approximately 2% 1369 more story drift so it is reasonable to set the lower bound Lh/d ratio for the SidePlate® 1370 field-bolted moment connection at 4.0 for SMF and 3 for IMF regardless of beam 1371 compactness (see Figure C-11.2c for the measured rotation of the field-bolted 1372 W40×211 beam and Figure C-11.2d for the measured rotation of the field-bolted 1373 W40×397 beam at the hinge location). All moment-connected beams are required to 1374 satisfy the width-to-thickness requirements of AISC Seismic Provisions Sections E2 1375 and E3. 1376

Required lateral bracing of the beam follows the AISC Seismic Provisions. However, 1377 due to the significant lateral and torsional restraint provided by the side plates A as 1378 observed in past full-scale tests, for calculation purposes, the unbraced length of the 1379 beam is taken as the distance between the respective ends of each side plate A 1380 extension (see Figures 11.11 through 11.15 for depictions of the alphabetical 1381 designations). As determined by the full-scale tests, no additional lateral bracing is 1382 required at or near the plastic beam hinge location. 1383

The protected zone is defined as shown in Figures 11.7 and 11.8 and extends from the 1384 end of the side plate A to one-half the beam depth beyond the plastic hinge 1385 location, which is located at one-third the beam depth in the field-welded and one-1386 sixth the beam depth in the field-bolted beyond the end of the side plate A due to 1387 the cover plate B or angle H extensions. This definition is based on test 1388 observations that indicate yielding typically does not extend past 83% and 67% of the 1389 depth of the beam from the end of the side plate A in the field-welded and field-1390 bolted connections, respectively. 1391

1392




1393

(a) 1394 1395

1396

(b) 1397




1398

(c) 1399

1400

(d) 1401

Fig. C-11.2. SidePlate® moment frame tests—backbone curves for (a) W40×294 1402 (W1000×438) beam (field-welded); (b) W36×150 (W920×223) beam (field-welded); 1403 (c) W40×211 (W1000×314) beam (field-bolted); (d) W40×397 (W1000×591) beam 1404

(field-bolted) (measured at the beam hinge location). 1405

2. Column Limitations 1406

SidePlate® moment connections have been tested with W14 (W360), W16 (W410), 1407 W30 (W760), W33 (W840) built-up I-sections, W36 (W840), built-up box section of 1408 30×30×2 (750×750×25) and hollow structural sections (HSS) including 1409 HSS14×14×7/8 and HSS18×18×3/4. Note, when using built-up box columns, the 1410 side plates A transfer the loads to the column in the same way as with wide-flange 1411 columns. The only difference is that the horizontal shear component at the top and 1412 bottom of the side plates A now transfer that horizontal shear directly into the faces 1413 of the built-up box column using a shop fillet weld, and thus an internal horizontal 1414 shear plate D or stiffener is not required. This was verified with the execution of 1415




the test with a W40×397 beam and a 30×30×2 built-up box column without internal 1416 horizontal shear plates D or stiffeners (continuity plates). As such, built-up box 1417 columns are prequalified as long as they meet all applicable requirements of the AISC 1418 Seismic Provisions. There are no internal stiffener plates within the column, and there 1419 are no requirements that the columns be filled with concrete for either SMF or IMF 1420 applications. Also no CJP welds are required within a zone extending from 12 in. 1421 (300 mm) above the upper beam flange to 12 in. (300 mm) below the lower beam 1422 flange, flange and web plates of boxed wide-flange columns in SidePlate® moment 1423 connections with a built-up box column. Note: in some blast or other extreme loading 1424 applications, there may be advantages to filling the HSS or built-up box columns with 1425 concrete to strengthen the column walls. The above statements have also been 1426 corroborated with the two tests conducted at UCSD in 2015 utilizing HSS columns. 1427

In 2015, SidePlate Systems, Inc., conducted two tests with HSS columns as part of the 1428 testing program for expanding its prequalification to field-bolted connections 1429 (Mashayekh and Uang, 2016). The secondary purpose of these tests was the inclusion 1430 of HSS columns with a width-to-thickness ratio of up to 21 in SidePlate® moment 1431 connections. It was believed that the width-to-thickness ratio of the walls of HSS 1432 columns is a function of local buckling of the walls of the HSS shape in addition to 1433 the connection itself. Therefore, it was decided to apply a substantial axial load on the 1434 columns (40% nominal axial load capacity of the column) to test and relax the width-1435 to-thickness limit for SidePlate® moment connections. The tests performed very well 1436 and there was no yielding/buckling on the face of HSS columns. As a result of two 1437 full-scale physical tests and numerous numerical studies, it was confirmed that the 1438 width-to-thickness limit of HSS columns in SidePlate® moment connections can be 1439 increased to 21, provided that the axial load in the column stays below 40% of the 1440 nominal axial load capacity of the column, i.e. 0.40AgFy. The HSS column in the tests 1441 complied with ASTM A500 Grade C. The tests performed very well and there were 1442 no issues regarding the performance of the column. However, it was decided to limit 1443 the HSS column to ASTM A1085 per CPRP’s recommendation. 1444

The behavior of SidePlate® moment connections with cruciform columns is similar to 1445 uniaxial one- and two-sided moment connection configurations because the ultimate 1446 failure mechanism remains in the beam. Successful tests have been conducted on 1447 SidePlate® moment connections with cruciform columns using W36 (W920) shapes 1448 with rolled or built-up structural tees. 1449

For SMF systems, the column bracing requirements of AISC Seismic Provisions 1450 Section E3.4c.1 are satisfied when a lateral brace is located at or near the intersection 1451 of the frame beams and the column. Note: Full-scale tests have demonstrated that 1452 without any additional lateral bracing that the full-depth side plates A provide the 1453 required indirect lateral bracing of the column flanges through the side plate A-to-1454 column flange welds and the connection elements that connect the column web to the 1455 side plates A. Therefore, no additional direct lateral bracing of the column flanges 1456 is required. 1457

3. Connection Limitations 1458

All test specimens have used ASTM A572/A572M Grade 50 plate material. 1459 Nonlinear finite element parametric modeling of side plate A extensions in the 1460 range of 0.65d to 1.0d and 0.65d to 1.7d, for the field-welded and field-bolted 1461 connections, respectively, have demonstrated similar overall connection and beam 1462 behavior when compared to the results of full-scale tests. 1463

Because there is a controlled level of plasticity within the design of the two side 1464 plates A, the side plate A protected zones have been designated based upon test 1465 observations of the field-welded and field-bolted connections and indicated in Figures 1466 11.7 and 11.8, respectively. It needs to be noted that a more conservative design 1467 methodology is used for the design of the side plates A of the field-bolted 1468 configuration which result in even less yielding in the critical section of the side 1469 plates A. However, it was decided for consistency to assign similar protected zones 1470 for both the field-welded and the field-bolted connections. 1471




11.4. COLUMN-BEAM RELATIONSHIP LIMITATIONS 1472

See Figures 11.11 through 11.15 for depictions of the alphabetical and numerical 1473 designations. The beams and columns selected must satisfy physical geometric 1474 compatibility requirements between the beam flange and column flange to allow 1475 sufficient lateral space for depositing fillet welds 5 along the longitudinal edges of 1476 the beam flanges that connect to the top and bottom cover plates B. Equations 11.4-1477 1a/11.4-1aM and 11.4-1b/11.4-1bM assist designers in selecting appropriate final 1478 beam and column size combinations prior to the SidePlate® moment connection 1479 actually being designed for a specific project. Note: one of the field-bolted connection 1480 tests utilized PJP weld for weld 5 which allows for a tighter tolerance in the 1481 geometric compatibility checks. The test performed similar to others with fillet welds 1482 for weld 5; thus weld 5 may be deposited as a PJP weld or fillet weld as needed. 1483

Unlike more conventional moment frame designs that typically rely on the 1484 deformation of the column panel zone to achieve the required rotational capacity, 1485 SidePlate® moment connection technology instead stiffens and strengthens the 1486 column panel zone by providing a minimum of three panel zones (the column web 1487 plus the two full-depth side plates A). This configuration forces the vast majority of 1488 plastic deformation to occur through flange local buckling of the beam. 1489

The column web must be capable of resisting the panel zone shear loads transferred 1490 from the horizontal shear plates D through the pair of shop fillet welds 3. The 1491 strength of the column web is thereby calculated and compared to the ultimate 1492 strength of the welds 3 on both sides of the web. To be acceptable, the panel zone 1493 shear strength of the column must be greater than the strength of the two welds. This 1494 ensures that the limit state will be failure of the welds as opposed to failure of the 1495 column web. The two side plates A maybe used as doubler plates to check the 1496 overall panel zone strength. The following calculation and check is built into the 1497 SidePlate® moment connection design software: 1498

1.0u

n

R

R (C-11.4-1) 1499

where 1500 (d) Ru = ultimate strength of fillet welds 3 from horizontal shear plates D to 1501

column web, kips (N) 1502 (e) Rn = nominal strength of column web panel zone in accordance with AISC 1503

Specification Section J10.6b, kips (N) 1504

23

0.60 1

fc fcn y c cw

sp c cw

b tR F d t

d d t (from Spec. Eq. J10-11) 1505

where 1506

bfc = width of column flange, in. (mm) 1507

dc = depth of column, in. (mm) 1508

dsp = depth of side plate A, in. (mm) 1509

tcw = thickness of column web, in. (mm) 1510

tfc = thickness of column flange, in. (mm) 1511

In determining the SMF column-beam moment ratio to satisfy strong column/weak 1512 beam design criteria, the beam-imposed moment, M*

pb, is calculated at the column 1513 centerline using statics (i.e. accounting for the increase in moment due to shear 1514 amplification from the location of the plastic hinge to the center of the column, due to 1515 the development of the plastic moment capacity, Mpr, of the beam at the plastic hinge 1516 location), and then linearly decreased to one-quarter the column depth above and 1517 below the extreme top and bottom fibers of the side plates A. This location is used 1518 for determination of the column strength as the column is unlikely to form a hinge 1519 within the panel zone due to the presence and strengthening effects of the two side 1520 plates A. 1521




This requirement need not apply if any of the exceptions articulated in AISC Seismic 1522 Provisions Section E3.4a are satisfied. The calculation and check are included in the 1523 SidePlate® connection design software. 1524

11.5. CONNECTION WELDING LIMITATIONS 1525

Fillet welds joining the connection plates to the beam and column provided on all of 1526 the SidePlate® test specimens have been made by either the self-shielded flux cored 1527 arc welding process (FCAW-S or FCAW-G) with a few specimens using the 1528 submerged arc welding process (SAW) for certain shop fillet welds. Other than the 1529 original three prototype tests in 1994 and 1995 that used a non-notch-tough weld 1530 electrode, tested electrodes satisfy minimum Charpy V-notch toughness as required 1531 by the 2010 AISC Seismic Provisions. Also, it should be noted that typically the test 1532 specimens were fit and tacked together using an E7018 stick electrode and then 1533 welded with an FCAW process (implying that the intermixing of FCAW and E7018 1534 has been tested and is not of concern). Test specimens that included either a field 1535 complete-joint-penetration groove-welded beam-to-beam splice or field fillet welds 1536 specifically utilized E70T-6 for the horizontal position and E71T-8 for the vertical 1537 position. 1538

11.6. CONNECTION DETAILING 1539

Figures 11.11 through 11.13 show typical one and two-sided moment connection 1540 details used for shop fabrication of the column with fillet welds. Tests have shown 1541 that the horizontal shear plate D need not be welded to the column flanges for 1542 successful performance of the connection. However, if there are orthogonal forces 1543 being transferred through the connection from collector, chord or cantilever beams, 1544 then fillet welds connecting the horizontal shear plates D and the column flanges 1545 may be required. 1546

In the field-welded connection, tests have shown that the use of oversized bolt holes 1547 in the side plates A, located near their free end (see Figure C-11.3), do not affect 1548 the performance of the connection because beam moments and shears are transferred 1549 through fillet welds. Bolts from the side plate A to the vertical shear element are 1550 only required for erection of the full-length beam assembly prior to field welding of 1551 the connection and may be removed, at the contractors discretion, after the field fillet 1552 welds have been applied (also implying that if all these erection bolts cannot be 1553 placed it is acceptable, as it relates to the connections performance). 1554

Figure 11.14a and 11.14b show the typical full-length beam detail used for shop 1555 fabrication of the beam with fillet welds. Multiple options can be used to create the 1556 vertical shear element (if needed), such as a combination of angles and plates or 1557 simply bent plates. 1558

Figure 11.15a and 11.15b show the typical full-length beam-to-side plate A detail 1559 used for field erection of the beam with fillet welds and bolts, respectively. In the 1560 field-bolted connection, either longitudinal angles G (rolled or built-up) or 1561 horizontal plates T that are welded to the side plates A, may be used to transfer 1562 the load from the beam to the side plates A (Figure 11.15b). 1563

11.7. DESIGN PROCEDURE 1564

The design procedure for the SidePlate® moment connection system is based on 1565 results from both physical testing and detailed nonlinear finite element modeling. The 1566 procedure uses an ultimate strength design approach to size the plates and welds in 1567 the connection, incorporating strength, plasticity and fracture limits. For welds, an 1568 ultimate strength analysis incorporating the instantaneous center of rotation is used 1569 (as described in the AISC Steel Construction Manual Part 8). For bolts, an ultimate 1570 strength analysis incorporating eccentric bolt group design methodology and 1571 instantaneous center of rotation is used (as described in AISC Specification Section 1572 J2.4b). Overall, the design process is consistent with the expected seismic behavior of 1573 an SMF system: lateral drifts due to seismic loads induce moments and shear forces 1574 in the columns and beams. Where these moments exceed the yield capacity of a 1575




beam, a plastic hinge will form. While the primary yield mechanism is plastic 1576 bending in the beam, in the field-welded connection, a balanced design approach 1577 allows for secondary plastic bending to occur within the side plates A (hence the 1578 reasoning for the protected zones on the side plates A for this option). In the field-1579 bolted connection more conservative side plate A design methodology has been 1580 developed so secondary plastic hinging within the side plates A does not occur 1581 (hence, the protected zones on the side plates A in this option are not required). 1582 Ultimately, the location of the hinge in the beam directly affects the amplification of 1583 load (i.e., moment and shear from both seismic and gravity) that is resisted by the 1584 components of the connection, the column panel zone and the column (as shown in 1585 Figure C-11.3). The capacity of each connection component can then be designed to 1586 resist its respective load demands induced by the seismic drift (including any 1587 increases due to shear amplification as measured from the beams plastic hinge 1588 location). 1589

For the SidePlate® moment connection, all of the connection details, including the 1590 sizing of connection plates, angles, fillet welds and bolts, are designed and provided 1591 by engineers at SidePlate Systems, Inc. The design of these details is based upon 1592 basic engineering principles, plastic capacities validated by full-scale testing, and 1593 nonlinear finite element analysis. A description of the design methods is presented in 1594 Step 7. The initial design procedure for the engineer of record in designing a project 1595 with SidePlate® moment connections largely involves: 1596

Sizing the frame’s beams and columns, shown in Steps 1 and 2. 1597

Checking applicable building code requirements and performing a preliminary 1598 compliance check with all prequalification limitations, shown in Steps 3 and 4. 1599

Verifying that the SidePlate® moment connections have been designed with the 1600 correct project data as outlined in Step 5 and are compliant with all 1601 prequalification limits, including final column-beam relationship limitations as 1602 shown in Steps 6, 7 and 8. 1603

Step 1. Equations 11.4-1a/11.4-1aM and 11.4-1b/11.4-1bM should be used as a guide 1604 in selecting beam and column section combinations during design iterations. 1605

Fig. C-11.3. Amplification of maximum probable plastic hinge moment, Mpr, 1606 to the column face. 1607

Satisfying these equations minimizes the possibility of incompatible beam and 1608 column combinations that cannot be fabricated and erected or that may not ultimately 1609 satisfy column-beam moment ratio requirements. 1610

Step 2. The SidePlate® moment connection design forces a plastic hinge to form in 1611 the beam beyond the extension of the side plates A from the face of the column 1612 (side plate A extension in Figure 11.6). Because inelastic behavior is forced into 1613




the beam at the hinge, the effective span of the beam is reduced, thus increasing the 1614 lateral stiffness and strength of the frame (see Figure C-11.4). This increase in 1615 stiffness and strength provided by the two parallel side plates A should be 1616 simulated when creating elastic models of the steel frame. Many commercial 1617 structural analysis software programs have a built-in feature for modeling the 1618 stiffness and strength of the SidePlate® moment connection. 1619

Step 5. Some structural engineers design moment-frame buildings with a lateral-only 1620 computer analysis. The results are then superimposed with results from additional 1621 lateral and vertical load analysis to check beam and column stresses. Because these 1622 additional lateral and vertical loads can affect the design of the SidePlate® moment 1623 connection, they must also be submitted with the lateral-only model forces. Such 1624 additional lateral and vertical loads include drag and chord forces, factored shear 1625 loads at the plastic hinge location due to gravity loads on the moment frame beam 1626 itself, loads from gravity beams framing into the face of the side plates A, and 1627 gravity loads from cantilever beams (including vertical loads due to earthquakes) 1628 framing into the face of the side plates A. 1629

There are instances where an in-plane lateral drag or chord axial force needs to 1630 transfer through the SidePlate® moment connection, as well as instances where it is 1631 necessary to transfer lateral drag or chord axial forces from the orthogonal direction 1632 through the SidePlate® moment connection. In such instances, these loads must be 1633 submitted in order to properly design the SidePlate® moment connection for these 1634 conditions. 1635

Step 6 of the procedure requires SidePlate Systems, Inc. to review the information 1636 received from the structural engineer, including the assumptions used in the 1637 generation of final beam and column sizes to ensure compliance with all applicable 1638 building code requirements and prequalification limitations contained herein. Upon 1639 reaching concurrence with the structural engineer of record that beam and column 1640 sizes are acceptable and final, SidePlate Systems, Inc. creates a load matrix of the 1641 entire structure with these member sizes, including all submitted applicable loads and 1642 forces, and designs and details all of the SidePlate® moment connections for a 1643 specific project in accordance with Step 7. Any changes in member sizes, loads or 1644 forces need to be coordinated with SidePlate Systems, Inc. as they will typically 1645 require this step to be repeated. 1646

1647

Fig. C-11.4. Increased frame stiffness with reduction in effective span of the beam. 1648

The SidePlate® moment connection design procedure is based on the idealized 1649 primary behavior of an SMF system: the formation of a plastic hinge in the beam, 1650 outside of the connection. In the field-welded connection, although the primary yield 1651 mechanism is development of a plastic hinge in the beam near the end of the side 1652 plate A, secondary plastic behavior (plastic moment capacity) is developed within 1653 the side plates A themselves, at the face of the column (this is not the case for the 1654 field-bolted connections). Overall, a balanced design is used for the connection 1655 components to ensure that the plastic hinge will form at the predetermined location. 1656




The demands on the connection components are a function of the strain-hardened 1657 moment capacity of the beam, the gravity loads carried by the beam, and the relative 1658 locations of each component and the beam’s plastic hinge. Connection components 1659 closer to the column centerline are subjected to increased moment amplification 1660 compared to components located closer to the beam’s plastic hinge as illustrated in 1661 Figure C-11.3. 1662

Step 7 of the process requires that SidePlate Systems, Inc. design and detail the 1663 connection components for the actions and loads determined in Step 6. The procedure 1664 uses an ultimate strength design approach to size plates, bolts and welds; 1665 incorporating strength, plasticity and fracture limits. For welds, an ultimate strength 1666 analysis incorporating the instantaneous center of rotation is used (as described in the 1667 AISC Steel Construction Manual Part 8). For bolts, an ultimate strength analysis 1668 incorporating eccentric bolt group design methodology and instantaneous center of 1669 rotation is used (as described in AISC Specification Section J2.4b). Overall, the 1670 design process is consistent with the expected seismic behavior of an SMF system as 1671 described previously. 1672

The SidePlate® moment connection components are divided into four distinct design 1673 groups: 1674

(a) load transfer out of the beam 1675

(b) load transfer into the side plates A 1676

(c) design of the side plates A at the column face 1677

(d) load transfer into the column 1678

The transfer of load out of the beam is achieved through welds 4 and 5. The 1679 loads are in turn transferred through the vertical shear elements E and cover plates 1680 B into the side plates A by either welds 6 and 7 (field-welded) or bolt group 1681 (field-bolted). The load at the column face (gap region) is resisted solely by the side 1682 plates A, which transfers the load directly into the column through weld 2 and 1683 weld 1 in a box or HSS section. In a wide flange column, the load is transferred 1684 through weld 2 and indirectly through weld 3 through the combination of weld 1685 1 and the horizontal shear plates D. At each of the four design locations, the 1686 elements are designed for the combination of moment, Mgroup, and shear, Vu. 1687

Connection Design 1688

Side Plate A, field-welded. To achieve the balanced design for the connection—1689 the primary yield mechanism developing in the beam outside of the connection with 1690 secondary plastic behavior within the side plates A—the required minimum 1691 thickness of the side plate A is calculated using an effective side plate A plastic 1692 section modulus, Zeff, generated from actual side plate A behavior obtained from 1693 stress and strain profiles along the depth of the side plate A, as recorded in test data 1694 and nonlinear analysis (see Figure C-11.5). The moment capacity of the plates, Mn,sp, 1695 is then calculated using the simplified Zeff and an effective plastic stress, Fye, of the 1696 plate. Allowing for yielding of the plate as observed in testing and analyses (Figure 1697 C-11.6) and comparing to the design demand Mgroup calculated at the face of column 1698 gives: 1699

,

1.0group

n sp

M

M (C-11.7-1) 1700

where 1701

, n sp ye effM F Z 1702

Side Plate A, field-bolted. The required minimum thickness of the side plate A 1703 is calculated based on the engineering principals of fully yielded section at either 1704 column face or at the location of the first bolt as shown in Figures C-11.7a and C-1705 11.7b. The section of the side plate A at the column face has larger design demand 1706 in comparison with that of the net section at the location of the first bolt so the 1707 required minimum thickness will be the greater of the two design checks. 1708




To ensure the proper behavior of the side plate A and to preclude undesirable limit 1709 states, such as buckling or rupture of the side plate A, the ratio of the gap distance 1710 between the end of the beam and the face of the column to the side plate A 1711 thickness is kept within a range for all connection designs. The optimum gap-to-1712 thickness ratio has been derived based upon the results of full-scale testing and 1713 parametric nonlinear analysis. 1714

1715

1716

Fig. C-11.5. Stress profile along depth of side plate A at the column face at 1717 maximum load cycle. 1718

1719

1720

Fig. C-11.6. Idealized plastic stress distribution for computation of the effective 1721 plastic modulus, Zeff, of the side plate. 1722

1723




1724

(a) 1725

1726

(b) 1727

Fig. C-11.7. (a) Side plate A elevation view and stress diagram at the net section; 1728 (b) side plate A elevation view and stress diagram at the column face 1729

[Configuration A (standard)]. 1730

1731

Cover Plate B. The thickness of the cover plates B is determined by calculating 1732 the resultant shear force demand, Ru, from the beam moment couple as: 1733

Ru = (Mgroup/d) (C-11.7-2) 1734

and by calculating the vertical shear loads, resisted through the critical shear plane of 1735 the cover plates B. 1736

The critical shear plane for the field-welded connection is defined as a section cut 1737 through the cover plate B adjacent to the boundary of weld 7, as shown in Figure 1738 C-11.8a. Hence, the thickness, tcp, of the cover plate B is: 1739

2 0.6

ucp

ye crit

Rt

F L (C-11.7-3) 1740

where 1741

Lcrit = length of critical shear plane through cover plate B as shown in Figure C-1742 11.8a, in. (mm) 1743

The top cover plate B in the field-bolted connection (standard configuration) is 1744 designed based on the block shear check in the critical shear plane which is defined as 1745 a section cut through the cover plate B through the bolt holes, as shown in Figure 1746 C-11.8b. 1747

1748

1749




1750

(a) 1751 1752

1753

(b) 1754

Fig. C-11.8. Critical shear plane of cover plate B, (a) field-welded connection; (b) 1755 field-bolted connection. 1756

1757

Vertical Shear Element (VSE) . The thickness of the VSE (which may include 1758 angles E and/or bent plates C, see Figures 11.11-11.115) is determined as the 1759 thickness required to transfer the vertical shear demand from the beam web into the 1760 side plates A. The vertical shear force demand, Vu, at this load transfer comes from 1761 the combination of the capacities of the cover plates B and the VSE. The minimum 1762 thickness of the VSE, tvse, to resist the vertical shear force is computed as follows: 1763

2 0.6

vsey pl

utF d

V 1764

(C-11.7-4) 1765

where 1766 (f) uV = calculated vertical shear demand resisted by VSE, kips (N) 1767 (g) dpl = depth of vertical shear element, in. (mm) 1768

Horizontal Shear Plate (HSP) D. The thickness of the HSP D(see Figures 1769 11.11-11.15) is determined as the thickness required to transfer the horizontal shear 1770 demand from the top (or bottom) of the side plates A into the column web. The 1771 shear demand on the HSP is calculated as the design load developed through the fillet 1772 weld connecting the top (or bottom) edge of the side plates A to the HSP (weld 1773 1). The demand force is determined using an ultimate strength analysis of the weld 1774 group at the column (weld 1 and weld 2) as described in the following section. 1775

0.6

uhsp

y pl

Vt

F l

1776

(C-11.7-5) 1777

where 1778 (h) uV = calculated horizontal shear demand delivered by weld 1 to the HSP, 1779

kips (N) 1780




(i) lpl = effective length of horizontal shear plate D, in. (mm) 1781

Welds. Welds are categorized into three weld groups and sized using an ultimate 1782 strength analysis. 1783

The weld groups are categorized as follows (see Figures 11.11-11.115): fillet welds 1784 from the beam flange to the cover plate B/angles H (weld 5 and weld 5a) 1785 and the fillet weld from the beam web to the VSE (weld 4) constitute weld group 1. 1786 Fillet welds from the cover plate B to the side plate A (weld 7) and fillet welds 1787 from the VSE to the side plate A (weld 6) constitute weld group 2 (only field-1788 welded connection). Fillet welds from the side plate A to the HSP D (weld 1), 1789 fillet welds from the side plate A to the column flange tips (weld 2) and fillet 1790 welds from the HSP D to the column web (weld 3) make up weld group 3. Refer 1791 to Figure C-11.9. 1792

1793

Fig. C-11.9. Location of design weld groups and associated moment demand (MG#). 1794

The ultimate strength design approach for the welds incorporates an instantaneous 1795 center of rotation method as shown in Figure C-11.10 and described in the AISC Steel 1796 Construction Manual Part 8. 1797

At each calculation iteration, the nominal shear strength, Rn, of each weld group, for a 1798 determined eccentricity, e, is compared to the demand from the amplified moment to 1799 the instantaneous center of the group, Vpre. The process is continued until equilibrium 1800 is achieved. Since the process is iterative, SidePlate Systems, Inc. engineers use a 1801 design calculation software to compute the weld sizes required to achieve the moment 1802 and shear capacity needed for each weld group to resist the amplified moment and 1803 vertical shear demand, Mgroup and Vu, respectively. 1804

Bolts (field-bolted connection only). The ultimate strength analysis incorporating 1805 eccentric bolt group design methodology and instantaneous center of rotation as 1806 shown in Figure C-11.11 and described in AISC Specification Section J2.4b is used to 1807 design the number of required bolts. An iterative process is required to find the 1808 solution. At each calculation iteration, the nominal shear strength, Rn, of the bolt 1809 group (comprising horizontal and vertical rows of bolts), for a determined 1810 eccentricity, e, is compared to the demand from the amplified moment and shear to 1811 the instantaneous center of the group, Vpre. The process is continued until equilibrium 1812 is achieved. 1813

Step 8 requires that the engineer of record review calculations and drawings supplied 1814 by SidePlate Systems, Inc. engineers to ensure that all project-specific moment 1815 connection designs have been appropriately completed and that all applicable project-1816




specific design loads, building code requirements, building geometry, and beam-to-1817 column combinations have been satisfactorily addressed. 1818

The Connection Prequalification Review Panel (CPRP) has prequalified the 1819 SidePlate® moment connection after reviewing the proprietary connection design 1820 procedure contained in the SidePlate® moment Connection Design Software (Version 1821 16 for welded and Version 17 for bolted), as summarized here. In the event that 1822 SidePlate® moment connection designs use a later software version to accommodate 1823 minor format changes in the software’s user input summary and output summary, the 1824 SidePlate® moment connection designs will be accompanied by a SidePlate® moment 1825 connection validation report that demonstrates that the design dimensions, lengths 1826 and sizes of all plates and welds generated using the CPRP-reviewed connection 1827 design procedure remain unchanged from that obtained using the later version 1828 connection design software. Representative beam sizes to be included in the 1829 validation report are W36×150 (W920×223) and W40×294 (W1000×438) for the 1830 field-welded and W36×150, W40×211 and W40×397 for the field-bolted connection. 1831

1832

Fig. C-11.10. Instantaneous center of rotation of a sample weld group. 1833

1834

1835

Fig. C-11.11. Instantaneous center of rotation of a sample bolt group. 1836

1837




CHAPTER 14 1838

SlottedWebTM (SW) Moment Connection 1839

1840 14.1. GENERAL 1841

The SlottedWebTM (SW) connection is a proprietary welded steel beam to steel column 1842 connection developed through private funding by Seismic Structural Design Associates, 1843 Inc. (SSDA). In the SW moment connection, slots in the beam web are made parallel and 1844 adjacent to the beam flanges. These slots, which start at the end of the beam and are 1845 typically one third to one half the nominal beam depth in length, are terminated at a 1846 round stress relief hole. The beam web is welded to the column flange and also to the 1847 shear plate to give the web both shear and moment capacity. 1848

1849 Analytical studies by Yu (1959) and finite element analyses (FEA) by Abel and Popov 1850 (1968) have shown that the shear distribution at the support of cantilever beams differs 1851 drastically from that predicted by classical Bernoulli-Euler beam theory that lead to the 1852 popular design concept wherein “the flanges carry the moment and the web carries the 1853 shear.” It was shown that in the case of a rigid support (beam web and flanges welded to 1854 a rigid column flange), the entire shear is resisted by the flanges. For typical “Flange-1855 Welded, Web-Bolted” connections such as the so-called pre-Northridge connection, 1856 however, about 50% of the shear is resisted by the beam flanges. It is this 50% shear 1857 component in combination with the tension component that causes severe stress and 1858 strain gradients across and through the beam flanges of these connections. 1859

1860 By separating the beam flanges from the web in the region of the connection to the 1861 column, essentially all the beam shear is resisted by the beam web and, if the beam web 1862 is welded to the column, the web also resists a moment equal to the plastic moment 1863 capacity of the web, which is typically 30% of the beam plastic moment. Moreover, the 1864 elimination of the beam flange shear results in stress and strain gradients across and 1865 through the flanges to be nearly uniform. 1866

1867 Cyclic qualifying tests on the SW connection have been made using the single-cantilever 1868 type and bare steel specimens; see test results in Table C-14.1. This pseudo-static test 1869 with the loading protocol developed by the FEMA/SAC program (FEMA, 2000) has been 1870 adopted in Section K2 of the AISC Seismic Provisions (AISC, 2016a). These tests, along 1871 with the FEA of the SW connection, show that the yielding region is concentrated in the 1872 separated portion of the beam flanges and in the beam web at the end of the shear plate. 1873 Peak strengths of the test specimens are usually achieved at an interstory drift angle of 1874 approximately 0.03 and 0.04 rad. Reduction in strength, if any, is gradual and due to the 1875 out-of-plane buckling of both the beam flanges and web. Buckling of the flanges and web 1876 occurs concurrently but independently, which eliminates the lateral torsional mode of 1877 buckling. Review of the SSDA test data indicates that the SW connection, when designed 1878 and constructed in accordance with the limits and procedures presented herein, have 1879 developed interstory drift angles of a least 0.04 radian under cyclic loading on a 1880 consistent basis. Ultimate failure typically occurs at drift angles of 0.05 to 0.07 rad by 1881 low cycle fatigue fracture of the flange near the end of the slot or partial fracture of the 1882 beam web/shear plate weldment to the column flange (Richard, et al., 2001; Partridge, et 1883 al., 2002). 1884

1885 14.2. SYSTEMS 1886

Review of the design rationale and the test results shown in Table C-14.1indicates that 1887 the SW connection meets the prequalification requirements for special moment frames in 1888 Section K1 of the AISC Seismic Provisions. 1889

1890 14.3. PREQUALIFICATION LIMITS 1891 1892 1. Beam Limitations 1893

A wide range of beam sizes have been tested by SSDA with the SW connection. The 1894 smallest beam tested was a W24×94 (W61×140M). The largest was a W36×393 1895 (W920×585M). The AISC Seismic Provisions permit limited increases in beam weight 1896 and depth compared to the maximum sections tested and there is no evidence that modest 1897




deviations from the maximum tested specimen would result in significantly different 1898 performance. 1899

1900 Both beam depth and beam span-to-depth ratios are significant in the inelastic behavior 1901 of beam-to-column connections. For the same induced curvature, deep beams will 1902 experience greater strains than shallower beams. Similarly, beams with shorter span-to-1903 depth ratios will have a sharper moment gradient across the beam span, resulting in a 1904 reduced length of the beam participating in the plastic hinging and increased strains under 1905 inelastic rotational demands. The beam-to-column assemblies that were tested by SSDA 1906 with the SW connection are given in Table C-14.1, which includes the test interstory drift 1907 ratios. 1908

1909

1910

Table C-14.1 SSDA Cyclic Tests and Summary of Results

Test No. Beam

Column Interstory Drift (%)

17 18

W33x141 W14x283

4.2 5.1

19 20

W27x94 W14x176

4.3 5.0

21 22

W36x300 W14x500

4.5 4.4

23 24

W24x94 W30x135

4.1 4.1

25 26

W36x170 W30x235

4.0 4.0

1a W36x256 W27x307

4.9

2a 3a

W36x393 W14x550 – (Gr. 65)

5.1 6.0

1911

1912 2. Column Limitations 1913

All of the SW tests have been performed with the beam flange welded to the column 1914 flange (i.e., strong-axis connections). The column sizes used in the tests ranged from 1915 W14 columns to W30 columns. 1916 1917 The behavior of SW connections with cruciform columns and box columns is expected to 1918 be similar to that of a rolled wide-flange column because the beam flanges frame into the 1919 column flange and the column panel zone is oriented parallel to that of the beam. For 1920 cruciform columns the web of the cut wide-flange column is welded with a CJP groove 1921 weld to the continuous web one foot above and below the depth of the frame girder. 1922 Given these similarities and the lack of evidence suggesting behavior limit states different 1923 from those associated with rolled wide-flange shapes, cruciform and box column depths 1924 are permitted equal to those for rolled wide flange column depths. 1925

1926 14.4. BEAM-COLUMN RELATIONSHIP LIMITATIONS 1927 1928

The column panel zone strengths of the SW test specimens varied over a wide range. This 1929 includes specimens with strong panel zones wherein the yielding of the test specimen 1930 came primarily from the beam only, i.e. the panel zone participation in interstory drift 1931 was of the order of 12% to weak panel zones wherein the yielding of the test specimens 1932 comprised panel zone participation of the order of 50%. The behavior of columns with 1933 very weak panel zones can result in column flange “kinking” at the boundaries of the 1934 panel zone. However, for the SW connection, because the beam web slots provide 1935 flexibility to the beam flanges, the effects of this behavior are minimized. 1936

1937




1938 14.5. BEAM FLANGE-TO-COLUMN LIMITATIONS 1939 1940

CJP groove welds joining the beam flanges to the column flanges of the SW test 1941 connections were made using E70T-6-H16 electrodes with a minimum specified CVN 1942 toughness as specified in the AISC Seismic Provisions for demand critical welds. 1943 Further, the beam bottom flange backing was removed. The root weld pass was back-1944 gouged out and replaced with new weld passes as required. A reinforcing fillet was then 1945 added to the bottom flange weld. At the top flange weld, the backing was fillet welded to 1946 the column flange. Weld tabs were removed at both the top and bottom flange welds. 1947

1948 14.6. BEAM WEB AND SHEAR PLATE CONNECTION LIMITATIONS 1949 1950

In all SW test connections the shear plate was welded directly to the column flange using 1951 either a CJP or a PJP weld over the full height of the shear plate. The beam web was 1952 welded to the face of the column flange, and the shear plate served as the backing for this 1953 weld. Further, an eccentrically loaded weld group consisting of fillet welds was used to 1954 join the shear plate to the beam web. These welds were made using E71T-8-H16 1955 electrodes with the minimum CVN toughness specified in the AISC Seismic Provisions. 1956 Additionally, the shear plate was joined to the beam web with high strength pretensioned 1957 bolts. 1958

1959 14.7. FABRICATION OF THE BEAM WEB SLOTS 1960 1961

The beam web slots in the SW test specimens were flame cut along the “k-line” of the 1962 beam to a termination hole which was either drilled or thermally cut. The narrow slot 1963 width over the shear plate is designed to inhibit beam flange buckling near the face of the 1964 column (to protect the beam flange-to-column flange weld) and force the major beam 1965 flange buckling to occur over the wider part of the slot. 1966

1967 14.8. DESIGN PROCEDURE 1968 1969

The design rationale for the SW connection is based upon: 1970 1971

(a) The IBC (ICC, 2015) and the AISC Specification (AISC, 2016b) and the principles 1972 of plastic design 1973

(b) Results of cyclic qualification tests using beams ranging from W24×94 to 1974 W36×393 and columns ranging from W14×176 to W14×550 and W27×307 to 1975 W30×235 1976

(c) Inelastic finite element analyses to evaluate the stress and strain distributions and 1977 buckling modes 1978

1979 In Step 1 the beam slots are designed to: 1980

1981 (1) Force the beam shear at the connection to be carried predominately by the beam 1982 web. 1983

1984 (2) Provide a nearly uniform stress and strain distribution horizontally across and 1985

vertically through the beam flanges from the column face to the end of the beam 1986 web slot. 1987

1988 (3) Allow plastic beam flange and beam web buckling to occur independently in the 1989

region of the beam web slot. This eliminates the lateral-torsional mode of buckling 1990 found in beams where the beam web is not slotted. 1991

1992 (4) Ensure plastic beam flange buckling so that the full plastic moment capacity of the 1993

beam is developed: 1994 1995

0.60s

f y

l E

t F (C-14.8-1) 1996

1997




In Step 2(a) for SMF systems a maximum nominal height of the shear plate is used that 1998 can accommodate the slot and the weld across the top and bottom of the shear plate. The 1999 minimum thickness of the shear plate is based upon the moment increase in the 2000 connection from the plastic hinge at the end of the shear plate to the face of the column. 2001 Observations from the SW tests have shown that a shear plate equal to or greater than 2002 two-thirds the beam web thickness should be used to stabilize the beam web and shear 2003 plate from out-of plane bending to protect the web and plate welds at the column flange. 2004 To stabilize the beam web at the column flange use a minimum shear plate thickness of 2005 2/3 of the beam web thickness but not less than 3/8 in. (10 mm). 2006

2007 In Step 3 AISC Specification tables may be used to determine the weld size of an 2008 eccentrically loaded weld group made from fillet welds for the shear plate based upon the 2009 shear plate moment and shear forces as shown in Figure C-14.1. 2010 2011

2012 Fig. C-14.1. Beam webshear plate force distribution. 2013

2014 In Step 4 the shear plate to column flange weld must exceed the fillet weld strength of 2015 the shear plate eccentrically loaded fillet weld group that resists the increase in the 2016 connection moment from the plastic hinge at the end of the shear plate to the column 2017 flange. 2018 2019 In Step 5(a) the bolts are designed for erection purposes and also to clamp the shear plate 2020 to the beam web. The effect of this clamping action minimizes the out of plane buckling 2021 of the plate and beam web near the column flange weldment. 2022

2023 In Step 7 a resistance factor of 1.0 is used and a Cv of 1.0 in accordance with Equation 2024 G2-2 based upon the 13 cyclic tests (as shown in Table C-14.1) and finite element 2025 analyses. 2026

2027 2028 2029 2030 2031

2032

2033




REFERENCES 2034 2035

2036 CHAPTER 11 2037 SIDEPLATE MOMENT CONNECTION 2038

GSA (2008), “GSA Steel Frame Bomb Blast & Progressive Collapse Test Program (2004-2007) 2039

Summary Report,” January 10, prepared by MHP Structural Engineers for the U.S. General 2040

Services Administration (GSA), Office of the Chief Architect (OCA), Washington, DC. 2041

Hodgson, I.C., Tahmasebi, E. and Ricles, J.M. (2010a), “Cyclic Testing of Beam-to-Column 2042 Assembly Connected with SidePlate FRAME Special Moment Frame Connections—Test 2043 Specimens 1A, 2A, and 2B,” ATLSS Report No. 10-12, December, Center for Advanced 2044 Technology for Large Structural Systems (ATLSS), Lehigh University, Bethlehem, PA. 2045

Hodgson, I.C., Tahmasebi, E. and Ricles, J.M. (2010b), “Cyclic Testing of Beam-to-Column 2046 Assembly Connected with SidePlate Steel Moment Frame Connection—Test Specimen 2C,” 2047 ATLSS Report No. 10-13, December, Center for Advanced Technology for Large Structural 2048 Systems (ATLSS), Lehigh University, Bethlehem, PA. 2049

Hodgson, I.C., Tahmasebi, E. and Ricles, J.M. (2010c), “Cyclic Testing of Beam-to-Column 2050 Assembly Connected with SidePlate FRAME Special Moment Frame Connections—Test 2051 Specimens 1B and 3,” ATLSS Report No. 10-14, December, Center for Advanced Technology 2052 for Large Structural Systems (ATLSS), Lehigh University, Bethlehem, PA. 2053

ICC (2013a), Independent Pre-Qualification summarized in Evaluation Report by ICC Evaluation 2054 Service, Inc. (ICC-ES ESR-1275), “SidePlate Steel Frame Connection Technology,” issued 2055 May 1. 2056

ICC (2013b), Independent Pre-Qualification summarized in Research Report by Engineering 2057 Research Section, Department of Building and Safety, City of Los Angeles (COLA RR 2058 25393), “GENERAL APPROVAL—SidePlate Steel Frame Connection Technology for 2059 Special Moment Frame (SMF) and Intermediate Moment Frame (IMF) Systems,” issued April 2060 1. 2061

LACO (1997), Independent Evaluation and Acceptance Report by the Los Angeles County 2062 Technical Advisory Panel on Steel Moment Resisting Frame Connection Systems (LACO-2063 TAP SMRF Bulletin No. 3, Chapter 2), “SidePlate Connection System,” dated March 4. 2064

Latham, C.T., Baumann, M.A. and Seible, F. (2004), “Laboratory Manual,” Structural Systems 2065 Research Project Report No. TR-97/09, May, Charles Lee Powell Structural Research 2066 Laboratories, University of California, San Diego, La Jolla, CA. 2067

Minh Huynh, Q. and Uang, C.M. (2012), “Cyclic Testing of SidePlate Steel Moment Frame for 2068 SMF Applications,” Structural Systems Research Project Report No. TR-12-02, October, 2069 Charles Lee Powell Structural Research Laboratories, University of California, San Diego, La 2070 Jolla, CA. 2071

Mashayekh, A. and Uang, C.M. (2016), “Cyclic Testing of Bolted SidePlate Steel Moment Frame 2072 Connections for SMF Applications: H and U Series,” Structural Systems Research Project 2073 Report No. TR-16-01, March, Charles Lee Powell Structural Research Laboratories, 2074 University of California, San Diego, La Jolla, CA. 2075

Reynolds, M. and Uang, C.M. (2017), “Cyclic Testing of Bolted SidePlate Steel Moment Frame 2076 Connections for SMF Applications: Specimens U4 and U5,” Structural Systems Research 2077 Project Report No. TR-17-02, June, Charles Lee Powell Structural Research Laboratories, 2078 University of California, San Diego, La Jolla, CA. 2079

Richards, P. and Uang, C.M. (2003), “Cyclic Testing of SidePlate Steel Frame Moment 2080 Connections for the Sharp Memorial Hospital,” Structural Systems Research Project Report 2081




No. TR-2003/02, March, Charles Lee Powell Structural Research Laboratories, University of 2082 California, San Diego, La Jolla, CA. 2083

Richards, P. and Uang, C.M. (2003), “Cyclic Testing of SidePlate Steel Frame Moment 2084 Connections for Children’s Hospital Los Angeles,” Structural Systems Research Project 2085 Report No. TR-2003/03, May, Charles Lee Powell Structural Research Laboratories, 2086 University of California, San Diego, La Jolla, CA. 2087

Trautner, J.J. (1995), “Three-Dimensional Non-Linear Finite-Element Analysis of MNH-SMRF™ 2088 Prototype Moment Connection,” System Reliability of Steel Connections Research Report No. 2089 1, Department of Civil Engineering, University of Utah, Salt Lake City, UT. 2090

Uang, C.M. and Latham, C.T. (1995), “Cyclic Testing of Full-Scale MNH-SMR Moment 2091 Connections,” Structural Systems Research Project Report No. TR-95/01, March, Charles Lee 2092 Powell Structural Research Laboratories, University of California, San Diego, La Jolla, CA. 2093

Uang, C.M., Bondad, D. and Noel, S. (1996), “Cyclic Testing of the MNH-SMR Dual Strong Axes 2094 Moment Connection with Cruciform Column,” Structural Systems Research Project Report 2095 No. TR-96/04, May, Charles Lee Powell Structural Research Laboratories, University of 2096 California, San Diego, La Jolla, CA. 2097

2098 CHAPTER 14 2099 SLOTTEDWEB MOMENT CONNECTION 2100 2101 Abel, J.F. and Popov, E.P. (1968), "Static and Dynamic Finite Element Analysis of Sandwich 2102

Structures," Air Force Flight Dynamics Laboratory T.R. No. 68-150, pp. 213245. 2103 2104 AISC (2016a), Seismic Provisions for Structural Steel Buildings, ANSI/AISC 341-16, American 2105

Institute of Steel Construction, Chicago, IL. 2106 2107 AISC (2016b), Specification for Structural Steel Buildings, ANSI/AISC 360-16, American Institute 2108

of Steel Construction, Chicago, IL. 2109 2110 FEMA (2000), “Steel Moment Frame Buildings: Design Criteria for New Buildings,” FEMA 350, 2111

SAC Joint Venture, Richmond, CA. 2112 2113 ICC (2015), International Building Code, International Code Council, Falls Church, VA. 2114 2115 Partridge, J.E., Allen, J., and Richard, R.M. (2002), "Failure Analysis of Structural Steel 2116

Connections in the Northridge and Loma Prieta Earthquakes," Proceedings of the Seventh U.S. 2117 National Conference on Earthquake Engineering, ST50/ST-11, July. 2118

2119 Richard, R.M., Partridge, J.E., and Allen, J. (2001), "Accumulated Seismic Connection Damage 2120

Based upon Full Scale Low Cycle Fatigue Connection Tests," Proceedings of the Structural 2121 Engineers Association of California 70th Annual Convention, September 27-29, pp. 4348. 2122

2123 Yu, Y.Y. (1959), "A New Theory of Elastic Sandwich Plates - One Dimensional Case," Journal of 2124

Applied Mechanics, Vol. 26, No. 3, pp. 415-423. 2125

prequalified connections for special and intermediate ... · supplement no. 1 to prequalified...

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