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| | كتاب Steel Design | |
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كاتب الموضوع | رسالة |
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rambomenaa كبير مهندسين
عدد المساهمات : 2041 التقييم : 3379 تاريخ التسجيل : 21/01/2012 العمر : 47 الدولة : مصر العمل : مدير الصيانة بشركة تصنيع ورق الجامعة : حلوان
| موضوع: كتاب Steel Design الخميس 08 أغسطس 2013, 2:27 pm | |
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تذكير بمساهمة فاتح الموضوع : أخوانى فى الله أحضرت لكم كتاب Steel Design - Fifth Edition William T. Segui The University of Memphis
و المحتوى كما يلي :
About the Author v Preface xi 1 Introduction 3 1.1 Structural Design 3 1.2 Loads 6 1.3 Building Codes 7 1.4 Design Specifications 7 1.5 Structural Steel 8 1.6 Standard Cross-Sectional Shapes 12 Problems 17 2 Concepts in Structural Steel Design 21 2.1 Design Philosophies 21 2.2 American Institute of Steel Construction Specification 23 2.3 Load Factors, Resistance Factors, and Load Combinations for LRFD 24 2.4 Safety Factors and Load Combinations for ASD 26 2.5 Probabilistic Basis of Load and Resistance Factors 30 2.6 Steel Construction Manual 34 2.7 Design Computations and Precision 36 Problems 38 3 Tension Members 41 3.1 Introduction 41 3.2 Tensile Strength 42 3.3 Effective Area 50 3.4 Staggered Fasteners 57 3.5 Block Shear 64 3.6 Design of Tension Members 67 3.7 Threaded Rods and Cables 76 3.8 Tension Members in Roof Trusses 79 3.9 Pin-Connected Members 88 Problems 90 4 Compression Members 109 4.1 Introduction 109 4.2 Column Theory 110 4.3 AISC Requirements 117 4.4 Local Stability 121 4.5 Tables for Compression Members 130 4.6 Design 132 4.7 More on Effective Length 138 4.8 Torsional and Flexural-Torsional Buckling 155 4.9 Built-Up Members 162 Problems 171 Contentsviii Contents 5 Beams 189 5.1 Introduction 189 5.2 Bending Stress and the Plastic Moment 190 5.3 Stability 196 5.4 Classification of Shapes 198 5.5 Bending Strength of Compact Shapes 199 5.6 Bending Strength of Noncompact Shapes 211 5.7 Summary of Moment Strength 215 5.8 Shear Strength 216 5.9 Deflection 224 5.10 Design 226 5.11 Floor and Roof Framing Systems 239 5.12 Holes in Beams 245 5.13 Open-Web Steel Joists 248 5.14 Beam Bearing Plates and Column Base Plates 251 5.15 Biaxial Bending 265 5.16 Bending Strength of Various Shapes 276 Problems 281 6 Beam–Columns 299 6.1 Definition 299 6.2 Interaction Formulas 300 6.3 Methods of Analysis for Required Strength 305 6.4 The Moment Amplification Method 307 6.5 Braced versus Unbraced Frames 310 6.6 Members in Braced Frames 311 6.7 Members in Unbraced Frames 327 6.8 Design of Beam–Columns 339 6.9 Trusses with Top-Chord Loads Between Joints 358 Problems 363 7 Simple Connections 377 7.1 Introduction 377 7.2 Bolted Shear Connections: Failure Modes 380 7.3 Bearing Strength, Spacing, and Edge-Distance Requirements 382 7.4 Shear Strength 388 7.5 Installation of High-Strength Bolts 394 7.6 Slip-Critical and Bearing-Type Connections 396 7.7 Design Examples 402 7.8 High-Strength Bolts in Tension 416 7.9 Combined Shear and Tension in Fasteners 428 7.10 Welded Connections 441 7.11 Fillet Welds 443 Problems 461 8 Eccentric Connections 477 8.1 Examples of Eccentric Connections 477 8.2 Eccentric Bolted Connections: Shear Only 478 8.3 Eccentric Bolted Connections: Shear Plus Tension 491 8.4 Eccentric Welded Connections: Shear Only 496 8.5 Eccentric Welded Connections: Shear Plus Tension 511 8.6 Moment-Resisting Connections 519 8.7 Column Stiffeners and Other Reinforcement 536 8.8 End Plate Connections 558 8.9 Concluding Remarks 572 Problems 572 9 Composite Construction 593 9.1 Introduction 593 9.2 Shored versus Unshored Construction 604 9.3 Effective Flange Width 606 9.4 Steel Headed Stud Anchors 610 9.5 Design 613 9.6 Deflections 620 9.7 Composite Beams with Formed Steel Deck 624 9.8 Tables for Composite Beam Analysis and Design 636 9.9 Continuous Beams 644 9.10 Composite Columns 645 Problems 65510 Plate Girders 665 10.1 Introduction 665 10.2 General Considerations 667 10.3 AISC Requirements for Proportions of Plate Girders 670 10.4 Flexural Strength 672 10.5 Shear Strength 675 10.6 Bearing Stiffeners 680 10.7 Design 695 Problems 713 Appendix Plastic Analysis and Design 718 A.1 Introduction 718 A.2 AISC Requirements 720 A.3 Analysis 721 A.4 Design 726 A.5 Concluding Remarks 729 References 730 Answers to Selected Problems 735 Index 739 Contents ix A Allowable strength design (ASD), 21, 23, 26–29, 43–44, 190, 218, 302, 447, 540–541, 564–566, 615 AISC specifications and, 23 beam–column interaction equations, 302 beams, 190, 218, 540–541 column stiffeners, 540–541 eccentric connections, 540–541, 564–566 end-plate connections, 564–566 fillet welds, 447 floor system design, 615 load combinations for, 26–29 moment equations for, 190 required strength, 21, 26 safety factor for, 26–29 shear strength, equations for, 218 tensile strength, equations for, 43–44 Allowable stress design, 21–22, 27, 44–46, 190, 219–220 allowable stress, 21–22 beams, 190, 219–220 load combinations and, 27 moment equations for, 190 shear strength, equations for, 219–220 tensile strength, equations for, 44–46 American Association of State Highway and Transportation Officials (ASSHTO), 8 American Institute of Steel Construction (AISC), 8, 23–25, 34–36, 109–110, 117–121, 156–162, 537–541, 649–650, 670–672, 720–721 buckling analysis specifications, 156–162 column reinforcement specification requirements, 537–541 composite column limitations and detailing requirements, 649–650 compression member specifications, 109–110, 117–121 Manual of Steel Construction, 23 Index plastic analysis and design, 720–721 plate girder requirements, 670–672 structural design specifications, 8, 23–24 Steel Construction Manual, 23, 25, 34–36 American Iron and Steel Institute (AISI), 8 American Railway Engineering and Maintenance-of-Way Association (AREMA), 8 American Society for Testing and Materials (ASTM), 11–12 American Society of Civil Engineers (ASCE), 7 American standard channel shape (C-shape), 14 American standard shape (S-shape), 14 American Welding Society (ASW), 444, 453 Anchors, 593–594, 610–613, 625–626 composite construction, 593–594, 610–613, 625–626 partially composite beams and, 594 plate girder connections, 593–594, 610–613, 625–626 shear strength of, 625–626 studs, 593–594, 610–613 Applied stress, 44–46 Artificial joint restraint (AJR), 329 ASD, see Allowable strength design (ASD) Axial compression, 5 Axially loaded members, eccentric connections and, 505–511 Axis buckling direction, 138–146 B Balancing the welds, 506–511 Bars, 14–15, 280, 646 bending strength of, 280 deformed reinforcing, 646 solid circular, 280 structural design and, 14–15 Base metal, 441 Bay region, 239 739740 Index Beam–columns, 5, 109, 298–375 bending coefficient, Cb, 344–345 braced frames, 310–327, 350–354 bracing design, 350–354 defined, 299–300 design of, 339–358 drift index, 354 frames, 310–338, 350–358 interaction formulas, 300–304 moment amplification, 307–311, 327–329 moments in, 299, 305–310 required strength, analysis for, 305–307 sidesway, 299–300, 327–329 structural design using, 5, 299–300 top-chord loads, 358–363 trusses, 300, 358–363 unbraced frames, 310–311, 327–338, 354–358 Beam (load) line, 520–522 Beams, 5, 188–297, 477–478, 511–524, 536–558, 568–569, 593–603, 613–645 allowable strength design (ASD) for, 190, 218, 540–541 allowable stress design for, 190 beam-to-plate welds, 568–570 bearing plates, 251–259 bending coefficient, Cb, 208–211 bending moment, 191–193 bending strength, 199–216, 276–280 bending stress, 190–196 biaxial bending, 265–276 block shear in connections, 222–224 buckling, 196–198 classification of shapes, 198–199 column base plates, 251–253, 260–265 compact shapes, 199–211 composite, 593–603, 613–644 continuous, 644–645 coped, 222–223 cross sections, 198–199, 267–270 deflection, 196–198, 224–226 design of, 226–239 double-angled shapes, 279–280 eccentric connections, 511–524, 536–558, 568–569 end-plate connections, 568–570 flanges, 198–199, 519–524, 536–558, 568–569 flexural strength, 188–189, 205–211 framed connections, 477–478, 511–513 frames, 239–244 holes, placement of, 245–248 hollow shapes (HSS), 276–278 load and resistance design (LRFD) for, 189–190, 218, 540 moment strength, 215–216 moment–strength design charts, 230–233 noncompact shapes, 211–216 open-web steel joists, 248–251 plastic moment, 193–198 plates for support of, 251–265 roof systems, 239–244, 272–276 seated connections, 511–513 shear strength, 216–224 solid circular bars, 280 stability, 196–198 tee shapes, 278–279 webs, 198–199, 252–253, 536–558, 569–570 width-to-thickness ratio, 198–199 yielding, 192–193 Bearing, pin-connected members, 89 Bearing plates, 251–259 concrete bearing stress, 253–254 thickness of, 254–259 web crippling, 253 web yielding, 252–253 Bearing stiffeners, 668–669, 680–695 Bearing strength, connections and, 382–388 Bearing stress, connection failure from, 381–382 Bearing-type connections, 396–402 Bending, 5, 111, 189–196, 265–276, 312–315, 381, 537 beam–columns, 312–315 beams, 189–196, 265–276 biaxial, 265–276 connection failure from, 381 critical buckling and, 111 flanges (local), 537 flexural strength, 189–190 moment distribution, Cm, 312–315 moment equations, 111, 189–193 plastic moment and, 193–194 stress, 190–196 Bending moment distribution, Cm, 312–315 Bending strength, 199–216, 276–280, 344–345 beams, 199–216, 276–280 beam–columns, 344–345 bending coefficient, Cb, 208–211, 344–345 biaxial bending and, 268–270 compact shapes, 199–211 double-angled shapes, 279–280 hollow shapes (HSS), 276–278 moment equations for, 199–216, 276–280 moment gradient and, 208 nominal flexural strength and, 205–211 noncompact shapes, 211–216 solid circular bars, 280 tee shapes, 278–279 weak-axis, 268–270 Biaxial bending, 265–276 beams, 265–276 roof purlins, design of, 272–276 shear center, loads applied through, 267–270 shear center, loads not applied through, 270–271 weak-axis bending strength, 268–270Index 741 Block shear, 64–67, 222–224 beams, 222–224 bolt connections and, 64–67 shear strength and, 222–224 tension members, 64–67 BOCA National Building Code, 7 Bolted connections, 57–76, 380–382, 388–440, 478–496 bearing-type, 396–402 block shear and, 64–67 combined shear and tension in, 428–440 design examples for, 402–416 eccentric, 478–496 elastic analysis, 479–483 failure modes, 380–382 fully tensioned, 394 gage distance, 71 high-strength, 388–396, 416–428 nominal body area, 388 pretensioned, 416–420 prying force, 420–428 shear in, 380–382, 478–491 shear strength of, 388–393 slenderness and, 67–68 slip-critical, 396–402, 431–432, 496 snug position, 395–396 staggered fasteners, 57–64 stitching (stitch bolts), 75–76 tensile loads applied to, 416–428 tension members, 57–76 ultimate strength analysis, 483–491 Braced frames, 149–153, 310–327, 350–354 beam–column members, 310–327, 350–354 bending moment distribution, Cm, 312–315 bracing, 321–324, 350–354 compressive members, 149–153 defined, 135 design of, 312–327, 350–354 effective length, 149–153 moment amplification, 310–311 nodal bracing, 150, 351 relative bracing, 150, 351–354 reverse-curvature bending, 312–313 rotational stiffness, 151 sidesway of, 150–153, 327–329 single-curvature bending, 311–312 stability bracing, 150, 350 stiffness reduction factor, 151–153, 313 Bracing, 150, 299–300, 321–324, 350–354 beam–columns, 321–324, 350–354 compression members, 150 design of, 650–654 diagonal, 351 nodal, 150, 351 relative, 150, 351–354 sidesway and, 150, 299–300 stability, 150, 350 x-bracing, 299–300, 351 Buckling, 110–117, 121–130, 138–146, 155–170, 196–198, 327–328, 537–539, 646–647, 650–651, 667–668, 674–675 AISC specifications for analysis of, 156–162 axis, 138–146 beams, 196–198 bending moment, 111 built-up members, 162–170 column reinforcement for, 537–539 column strength curve, 114–115 column theory, 109–117 composite columns, 646–647, 650–651 compression of column web, 537–539 critical buckling load, 110–113 deflection and, 111–113 effective length and, 116–117, 138–146 elastic stress, 156–159 Euler load, 110–113 flange local (FLB), 197 flexural strength and, 674–675 flexural, 121–130, 138–146, 155, 162 flexural–torsional, 155–159, 162 lateral–torsional (LTB), 196–198, 667, 674–675 load–deflection curves, 197–198 local (stability), 121–130 modes, 112 plate girders, 667–668, 674–675 sidesway analysis, 327–328 tangent modulus theory, 114–115 Theory of Elastic Stability, 156 torsional, 155–159 unbraced frames, 327–328 web local (WLB), 197 Building codes, 7 Building Officials and Code Administrators (BOCA), 7 Built-up shapes, 15–16, 75–76, 162–170 buckling analysis of, 162–170 compression members (columns), 162–170 cross sections, 15–16 principle of moments, 163 parallel-axis theorem, 163 plates, 170 rolled shapes, 165–170 stitching (stitch bolt connections), 75–76 tension members, 75–76 C Cables as tension members, 76–79 Calibrated wrench tightening, 395 Cambering, 225 Chord members, 83–84 Coefficient of variation, 31 Cold-formed shapes, 116 Collapse mechanism, 22742 Index Column reinforcement, 536–572 AISC specification requirements, 537–541 ASD equations for, 540–541 beam-to-column connections, 558–559, 561–570 bending of flange, local, 537 compression buckling of web, 537–539 doubler plates, 539, 542, 549–550, 555 eccentric connections, 536–572 end-plate connections, 558–572 limit states for, 539–541 LRFD equations for, 540 panel zone (web) shear, 539, 541–542 stiffeners for flanges, 536–558 stiffener-to-column welds, 548–549, 554–555 web crippling, 538 web yielding, local, 537–538 yield-line theory, 570–572 Columns, 5, 108–187, 251–253, 260–265, 645–655 axis directions in, 138–146 base plates, 251–253, 260–265 buckling, 110–117, 121–130, 138–146, 155–170 built-up members, 162–170 column theory, 110–117 composite, 645–655 compression members, 109–117, 155–162 critical buckling load, 110–113 cross-sectional shapes, 121–125 deflection of, 111–113 effective length, 116–117, 138–155 Euler (buckling) load, 110–113 frames, 146–155 Guide to Stability Design Criteria, 150 Jackson–Mooreland Alignment charts, 147–148 local stability (buckling), 121–130 nonslender classification, 122 pinned-end condition, 110–111, 116, 138–139 sidesway and, 149–155 slender classification, 122 strength curve, 114–115 strength of, 539–541, 645–653 stub, 115 tangent modulus theory, 114–115 Compact shapes, bending strength of, 199–211 Composite beams, 593–603, 613–644 composite construction, 593–603 deck weight, 627 deflections, 620–624 elastic stresses, 595–600 flexural strength, 600–603 floor system design, 613–620, 624–636 formed steel decks, 594–595, 624–636 partial composite action, 626–627 plastic neutral axis (PNA), 601–602 shear strength of anchors, 625–626 slab weight, 636 tables for beam analysis and design, 636–644 transformed area, 596 transformed section, 595–596 Composite columns, 645–655 AISC limitations and detailing requirements, 649–650 buckling equations for, 646–647, 650–651 deformed reinforcing bars, 646 encased, 645–650 filled, 650–653 strength of, 645–653 tables for analysis and design, 653–655 Composite construction, 592–663 anchors, 593–594, 610–613, 625–626 composite beams, 593–603, 613–644 composite columns, 645–655 concrete curing, before and after, 604–606 continuous beams, 644–645 decks, formed steel, 594–595, 624–636 deflections, 620–624 effective flange width, 606–609 elastic stresses, 595–600 flexural strength, 600–603 floor systems, 606–620 formed steel decks, 594–595, 624–636 partial composite action, 626–627 partially composite beams, 594 plastic stress distribution, 600 shored, 604–606 slab and deck weight, 627 strength and, 645–653 structural design using, 593–595 studs, 593–594, 610–613, 625–626 tables for analysis and design, 636–644, 653–655 unshored, 604–606 Whitney equivalent stress distribution, 600–602 Compression, see Loads Compression buckling of web, 537–539 Compression flange strength, 672–673 Compression members, 108–187 AISC specifications, 109–110, 117–121 beam–columns, 109 buckling, 110–117, 121–130, 155–170 built-up members, 162–170 column theory, 110–117 columns, 108–187 critical buckling load, 110–113 defined, 109 design of, 132–138 effective length, 116–117, 138–155 flexural buckling, 121–130, 138–146, 155, 162 flexural–torsional buckling, 155–159, 162 frames, 146–155 local stability, 121–130 nonslender classification, 122Index 743 plates, 170 rolled shapes, 115, 132–138, 165–170 slender classification, 122 stiffened and unstiffened elements, 122–125 struts, 109 tables for design of, 130–132 torsional buckling, 155–159 trial-and-error selection method, 134 width-to-thickness ratio, 122–123 Concrete bearing stress, 253–254 Concrete curing, composite construction and, 604–606 Connections, 75–76, 89, 165–170, 376–475, 476–591, 593–594, 610–613, 625–626 anchors, 593–594, 610–613, 625–626 axially loaded members, 505–511 bearing strength, 382–388 bearing-type, 396–402 behavior of, 379–380 bolted, 380–382, 388–428, 478–496 built-up members, 75–76 column reinforcement, 536–558 combined shear and tension in, 428–440, 491–496, 511–518 design examples, 402–416 eccentric, 476–591 edge–distance requirements, 385–388 elastic analysis, 479–483, 496–502 end-plate, 558–572 failure modes, 380–382 fasteners, 385–388, 428–440 fillet welds, 442–452 flanges, 519–524, 536–558, 568–569 framed beams, 477–478, 511–513 fully restrained (FR), 523–536, 558–559 groove welds, 442–443 high-strength bolts, 388–396, 416–428 moment-resisting, 519–536 partially restrained (PR), 520–523 plate girders, 593–594, 610–613, 625–626 plates, requirements for, 170 prying force, 420–428 rigid, 523–526, 558–559, 572 rivets, 377–378 rolled shapes, requirements for, 165–170 semirigid, 520 shear, 89, 380–382, 428–440, 478–518, 541–542 shear strength, 388–393 shielded metal arc welds (SMAW), 441–442 simple, 379–380 slip-critical, 396–402, 431–432, 496 spacing requirements, 385–388 studs, 593–594, 610–613, 625–626 tensile loads on, 416–440 ultimate strength analysis, 483–491, 502–505 welded, 378–380, 441–461, 496–518, 548–549 welding, 378, 441–461 Continuous beams, 644–645 Continuous casting, 13 Coped beams, 222–223 Creep, 620–621 Critical buckling load, 110–113 Cross-sectional shapes, 12–16, 41–42, 121–125, 198–199, 267–270, 665–666, 720 American standard (S-shape), 14 American standard channel (C-shape), 14 bars, 14–15, 41–42 beam classification of, 198–199 biaxial bending and, 267–270 built-up, 15–16 cold-formed, 16 compression members (columns), 121–125 double-angle, 16 gross area, 42 hollow (HSS), 15 hot-rolled, 12–16 I-beam, 14 local buckling and, 121–125 net area (section), 42 plate girders, 665–666 plates, 15, 41–42 shape factor, 718–720 shear center, loads and, 267–270 stiffened and unstiffened elements, 122–125 structural tee (split-tee), 14 tension members, 41–42 wide-flange (W-shape), 13 width-to-thickness ratio, 122–123, 198–199 Cumulative distribution function, 33 D Dead loads, 6, 225 Decks, 594–595, 624–636 anchors, 625–626 composite construction, 594–595, 624–636 design of, 625–626 formed steel, 594–595, 624–636 partial composite action, 626–627 shear strength and, 625–626 slab weight, 627 structural use of, 594–595 Deflection, 111–113, 196–198, 224–226, 244, 620–624 beams, 196–198, 224–226, 244 cambering, 225 columns, 111–113 composite beams, 620–624 creep, 620–621 framing systems, 244 load–deflection curves, 197–198 ponding, 225–226 serviceable structure limits, 224–226 service loads for, 225744 Index Deformation, 42–50, 305–306 excessive, 42–43 fracture, 42, 44 member moments, 305–306 stress concentrations at holes, 46–50 tensile strength and, 42–50 Deformed reinforcing bars, 646 Design charts, 230–233 Design specifications, 7–8 Design strength (moment), 24, 189–190 Design thickness, 126 Diagonal bracing, 351 Diagonal stiffeners, 550–555, 556–558 Direct analysis method, beam–columns, 306 Direct tension indicators, bolt installation, 395 Double shear, 381 Double-angle shapes, 16, 54, 279–280 bending strength of, 279–280 effective area of, 54 structural design and, 16 Doubler plates, 539, 542, 549–550, 555 Drift index, 354 Ductile steel, 9–10 elongation, measurement of, 10 stress–strain diagram for, 9 E Earthquake loads, 6 Eccentric connections, 476–591 axially loaded members, 505–511 bolt connections, 478–496 column reinforcement, 536–558 combined shear and tension in, 491–496, 511–518 doubler plates, 539, 542, 549–550, 555 elastic analysis, 479–483, 496–502 end-plate, 558–572 moment-resisting, 519–536 shear, 478–518, 541–542 ultimate strength analysis, 483–491, 502–505 welded connections, 496–518, 548–549, 554–555 Eccentricity, defined, 477 Edge–distance requirements, fasteners, 385–388 Effective area, 50–57 defined, 51 joint efficiency, 50 round hollow shapes (HSS), 53–54 shear lag, 50–51 single and double angles, 54–55 tension members, 51–57 Effective flange width, 606–609 Effective length, 116–117, 138–155, 306 axis buckling direction and, 138–146 beam–column analysis, 306 braced frames, 149–153 column theory and, 116–117 compression members (columns), 116–117, 138–155 defined, 117 factor, 117 major axis buckling, 139 minor axis buckling, 139 pinned-end condition and, 116, 138–139 rotational stiffness and, 146–149, 151 sidesway and, 149–155 unbraced frames, 146–149 Effective net area, 43 Elastic analysis, 479–483, 496–502 bolt connections, 479–483 welded connections, 496–502 Elastic buckling stress, 156–159 Elastic design, 21–22 Elastic range, 10 Elastic stresses, composite beams, 595–600 Elongation, measurement of, 10 Encased composite columns, 645–650 End-plate connections, 558–572 ASD equations for, 564–566 beam-to-column, 558–559, 561–570 beam-to-plate welds, 568–570 column requirements for, 570–572 design procedure, 561–570 eccentric, 558–572 extended (rigid), 558–559 flanges, 568–569, 570–572 guidelines for, 560–561 LRFD equations for, 561–564 Steel Construction Manual, 559–561 thick plate theory, 560 thin plate approach, 560 webs, 569–570 yield-line theory, 559, 570–572 End returns, 454 Engineering strain, 9 Engineering stress, 9 Equilibrium method of analysis, 722–724 Euler (buckling) load, 110–113 Excessive deformation, 42–43 Extended (rigid) end-plate connections, 558–559 Eyebars, 88 F Failure, see Block shear; Deformation; Strength; Yielding Failure modes, bolted connections, 380–382 Fasteners, 57–64, 67–76, 385–388 bolt connections, 57–64, 67–76 edge–distance requirements, 385–388 slenderness and, 67–68 spacing requirements, 385–388 staggered, 57–64 stitching (stitch bolts), 75–76 tension member connections, 57–64, 67–76 Filled composite columns, 650–653Index 745 Filler beams, 239 Filler factor, 396–397 Filler metal, 441 Fillet welds, 442–461 ASD for, 447 design of, 443–447 end returns, 454 length requirements, 453–454 LRFD for, 446–447 size requirements, 453 strength of, 444–446 symbols for, 456–457 First-order analysis methods, 306 Fixed-end moment (FEM), 521–522 Flange local buckling (FLB), 197 Flanges, 13–14, 198–199, 519–524, 536–558, 568–569, 672–675 beam-to-plate welds, 568–569 bending of (local), 537 column stiffeners, 536–558 compression flange strength, 672–673 cross-sectional shapes and, 13–14 eccentric connections, 519–524, 536–558 end-plate connections, 568–569 flexural strength, 672–675 moment-resisting connections, 519–524 plate girders and, 672–675 stiffener-to-column welds, 548–549, 555 tension flange yielding, 672 width-to-thickness ratio, 198–199 Flexural buckling, 121–130, 138–146, 155, 162 Flexural strength, 188–189, 205–211, 600–603, 672–675 bending strength and, 205–211 composite beams, 600–603 compression flange strength, 672–673 lateral-torsional buckling (LTB), 674–675 moment equations for, 188–189 plastic stress distribution, 600 plate girders, 672–675 tension flange yielding, 672 Whitney equivalent stress distribution, 600–602 Flexural–torsional buckling, 155–159, 162 Floor systems, 239–244, 248–251, 606–620, 624–636 ASD procedure for, 615 bay region, 239 composite construction, 606–620, 624–636 deflection of, 244 design of, 613–620 effective flange width, 606–609 filler beams, 239 formed steel decks, 624–636 framing system, 239–244 girders, 239 load path, 239 LRFD procedure for, 614–615 open-web steel joists, 248–251 slab weight, 241 studs (anchors), 610–613 tributary areas, 239–241 Force, connection prying action, 420–428 Formed steel decks, see Decks Fracture, 42, 44 Framed beam connections, 477–478, 511–513 eccentric, 477–478 welded, 511–513 Frame systems, 4–5, 146–155, 239–244, 310–338, 350–358 beam–columns, 310–338, 350–358 bay region, 239 braced, 149–153, 310–327, 350–354 bracing design, 350–354 compression members, 146–155 deflection of, 244 effective length of, 146–155 filler beams, 239 floor systems, 239–244 girders, 239 Jackson–Mooreland Alignment charts, 147–148 load path, 239 nodal bracing, 150, 351 relative bracing, 150, 351–354 roof systems, 239–244 rotational stiffness and, 146–149, 151 sidesway and, 146–155, 299–300, 327–329 stability bracing, 150, 350 stiffness reduction factor, 151–153 structural design and, 4–5 tributary areas, 239–241 unbraced, 146–149, 153–155, 310–311, 327–338, 354–358 Frequency distribution, 30–32 Fully restrained (FR) connections, 523–536, 558–559 Fully tensioned bolts, 394 G Gage distance, 71 Girders, defined, 239. See also Plate girders Grades (designation) of structural steel, 11–12 Groove welds, 442–443 Gross area, 42 Guide to Design Criteria for Bolted and Riveted Joints, 420 Guide to Stability Design Criteria, 150 Gusset plates, 41–42, 65–66 H High-alloy steel, 11 High-strength bolts, 388–396, 416–428 calibrated wrench tightening, 395 direct tension indicators, 395 fully tensioned, 394 installation of, 394–396 shear strength of, 388–393746 Index High-strength bolts (continued) tensile load applied to, 416–428 turn-of-the-nut method for, 395 twist-off, 394 Histogram, 30 Holes, 46–50, 245–248 beams, placement of in, 245–248 stress concentrations at, 46–50 Hollow cross-sectional shapes (HSS), 15, 52–53, 276–278 bending strength, 276–278 effective area of, 52–53 structural design and, 15 Hooke’s law, 9 Hot-rolled shapes, 12–16, 115 I I-beam, 14 Interaction formulas, beam–columns, 300–304 Intermediate stiffeners, 668, 678–680 International Building Code, 7 J Jackson–Mooreland alignment charts, 147–148 Joint efficiency, 50 Joints, top-chord loads between, 358–363 Joists, open-web steel, 248–251 L Lateral–torsional buckling (LTB), 196–198, 667, 674–675 Limit states, 22–23, 42–44, 89, 122–123, 539–541 column reinforcement, 539–541 bearing, 89 defined, 22 design, 22–23 excessive deformation, 42–43 fracture, 42, 44 pin connections, 89 shear, 89 tensile strength and, 42–44 tension, 89 width-to-thickness ratio, 122–123 Live loads, 6, 225 Load and resistance factor design (LRFD), 22, 23, 24–26, 43, 189–190, 218, 302, 446–447, 540, 561–564, 614–615 AISC specifications and, 23 beam–column interaction equations, 302 beams, 189–190, 218, 540 column stiffeners, 540 design strength, 24 end-plate connections, 561–564 fillet welds, 446–447 floor system design, 614–615 load combinations for, 24–26 load factor, 22, 24–26 moment equations for, 189–190 resistance factor, 22, 24–26 shear strength, equations for, 218 tensile strength, equations for, 43 Load combinations, 24–29, 428–440, 491–496, 511–518 ASD equations for, 26–29 bolted connections, 428–440 eccentric connections, 491–496, 511–518 fasteners, 428–440 LRFD equations for, 24–26 shear and tension, 428–440, 491–496, 511–518 structural design and, 24–29 welded connections, 511–518 Load–deflection curves, 197–198 Load factor, 22, 24–26, 30–34 defined, 22 load combinations and, 24–26 LRFD use of, 22, 24–26 probabilistic factors of, 30–34 Load path, 239 Loads, 4–6, 110–113, 224–226, 306, 358–363, 420–428, 477 axial compression, 5 beam deflection and, 224–226 bending, 5 connections, 420–428 critical buckling, 110–113 dead, 6, 225 eccentricity, 477 live, 6, 225 notional, 306 prying force, 420–428 service, 225 structural design and, 4–6 tensile, 420–428 top-chord, 358–363 vertical compression, 5 Local stability, see Stability Low-alloy steel, 11 Lower-bound (static) theorem, 721–723 LRFD, see Load and resistance factor design (LRFD) M Major axis buckling, 139 Manual for Railway Engineering, 8 Manual of Steel Construction, 23 Mean, defined, 30 Mechanism method of analysis, 724–725 Median, defined, 30 Member deformation moments, 305–306 Member translation moments, 305–306 Members, see Compression members; Tension members Mild steel, 9. See also Ductile steel Minimum Design Loads for Buildings and Other Structures, 7Index 747 Minor axis buckling, 139 Mode, defined, 30 Modulus of elasticity, 10 Moment amplification, 307–311, 327–329 amplification factor, 307, 327 beam–columns, 307–311 braced frames, 310–311 frame design, computations for, 310–311 sidesway and, 327 unbraced frames, 310–311, 327–329 Moment frames, see Unbraced frames Moment-resisting connections, 519–536 beam (load) line, 520–522 fixed-end moment (FEM), 521–522 flanges, 519–524 fully restrained (FR), 523–536 moment-rotation curve, 520–522 partially restrained (PR), 520–523 shims, 524 Moment-rotation curve, 520–522 Moment strength, beams, 215–216 Moment–strength design charts, 230–233 Moments, 111, 189–216, 276–280, 299, 305–310, 312–315 beam equations, 189–216 beam–column analysis and, 299, 305–310, 312–315 bending strength and, 199–216, 276–280 bending, 111, 189–193 braced frame bending distribution, Cm, 312–315 design (strength), 190 gradient, 208 member deformation, 305–306 member translation, 305–306 plastic, 193–198 required strength and, 305–307 stability and, 111, 196–198 N Net area (section), 42 Nodal bracing, 150, 351 Nominal strength, 43 Noncompact shapes, bending strength of, 211–216 Nonslender classification of columns, 122 Notional loads, 306 O Offset method (0.2%), 11 Open-web steel joists, 248–251 P Panel zone (web) shear, 539, 541–542 Parallel-axis theorem, 163 Partial composite action, 626–627 Partially composite beams, 594 Partially restrained (PR) connections, 520–523 Pin connections, 88–89, 110–111, 116, 138–139 compression members (columns), 110–111, 116, 138–139 effective length and, 116, 138–139 eyebars, 88 limit states, 89 tension members, 88–89 Pipes, cross-sectional shapes, 15 Plain carbon steel, 11 Plastic analysis, 193, 718–725 AISC requirements for, 720–721 lower-bound (static) theorem, 721–723 uniqueness theorem, 721 upper-bound (kinematic) theorem, 721, 724–725 Plastic design, 22, 718–721, 726–729 Plastic hinge, 193 Plastic moment, 193–198, 718–719 Plastic neutral axis (PNA), 601–602 Plastic range, 9 Plastic stress distribution, 600 Plate girders, 15, 378, 665–717 AISC requirements for, 670–672 bearing stiffeners, 668–669, 680–695 buckling, 667–668, 674–675 compression flange strength, 672–673 cross sections, 665–666 design of, 695–712 flexural strength, 672–675 intermediate stiffeners, 668, 678–680 lateral-torsional buckling (LTB), 667, 674–675 riveted connections, 666 shear flow, 669–670 shear strength, 675–680 stiffeners for, 667–669, 678–695 structural design using, 667–670 tension flange yielding, 672 tension-field action, 667–668 welding connections, 378, 666, 669–670 Plates, 15, 53–54, 170, 251–265. See also End-plate connections beam support and, 251–265 bearing, 251–259 column base, 251–253, 260–265 connection requirements, 170 concrete bearing stress, 253–254 defined, 15 effective area, 53–54 thickness of, 254–259 web crippling, 253 web yielding, 252–253 Ponding, 225–226 Precision and design calculations, 36–37 prepared edges, 442 Pretensioned bolts, 416–420 Principle of moments, 163748 Index Probability density function, 31–32 Probability theory, 30–34 coefficient of variation, 31 cumulative distribution function, 33 frequency distribution, 30–32 histogram, 30 load factor, basis of, 30–34 mean, 30 median, 30 mode, 30 probability density function, 31–32 relative frequency distribution, 30 resistance factor, basis of, 30–34 safety (reliability) index, 33–34 standard deviation, 31 variance, 31 Purlins, 79–80, 272–276 biaxial bending and, 272–276 design of, 272–276 truss connections, 79–80 R Reduction factor, 124–125 Relative bracing, 150, 351–354 Relative frequency distribution, 30 Reliability (safety) index, 33–34 Required strength, 26, 305–307 Resistance factor, 22, 24–26, 30–34 defined, 22 load combinations and, 24–26 LRFD use of, 22, 24–26 probabilistic factors of, 30–34 Rigid connections, 523–526, 558–559, 572 Riveted connections, 377–378, 666 Rolled shapes, 115, 132–138, 165–170 compression members, 132–138, 165–170 connection requirements, 165–170 buckling and, 165–170 selection of for structural design, 132–138 stub columns, 115 trial-and-error selection method, 134 Roofs, 79–88, 239–244, 248–251, 272–276, 358–363 beam–columns, 358–363 biaxial bending and, 272–276 chord members, 83–84 framing system, 239–244 load path, 239 open-web steel joists, 248–251 purlins, 79–80, 272–276 sag rods, 79–81, 272 tension members in, 79–88 top-chord loads, 358–363 tributary areas, 239–241 trusses, 79–88 working lines, 84 working point, 84 Rotational stiffness, 146–149, 151 S Safety factors, 26–29 Safety (reliability) index, 33–34 Sag rods, 79–81, 272 Seated beam connections, 511–513 Second-order analysis methods, 306 Semirigid connections, 520 Service loads for beam deflection, 225 Serviceable structure, defined, 224 Shape factor, 718–720 Shear, 89, 380–382, 428–440, 478–518, 539, 541–542, 669–670. See also Momentresisting connections bolted connections, 380–382, 478–496 double, 381 column reinforcement, 539, 541–542 eccentric connections, 478–518, 539, 541–542 fasteners, 428–440 flow, 669–670 panel zone (web), 539, 541–542 pin-connected members, 89 plate girders, 669–670 single, 381 tension combined with, 428–440, 491–496, 511–518 welded connections, 496–518, 669–670 Shear center, 267–270 beam cross sections, 267–270 biaxial loads applied through, 267–270 biaxial loads not applied through, 270–271 weak-axis bending strength, 268–270 Shear lag, 50–51 Shear strength, 216–224, 388–393, 625–626, 675–680 allowable (working) stress design for, 219–220 anchors (studs) in formed decks, 625–626 ASD equations for, 218 beams, 216–224 block shear and, 222–224 connections, 388–393 high-strength bolt connections, 388–393 intermediate stiffeners, 678–680 LRFD equations for, 218 plate girders, 675–680 Shielded metal arc welding (SMAW), 441–442 Shims, 524 Shored composite construction, unshored versus, 604–606 Sidesway, 146–155, 299–300, 327–329 amplification factor for, 327 artificial joint restraint (AJR), 329 braced frames, 149–153 compression members, 146–155 effective length and, 146–155 nodal bracing, 150 relative bracing, 150 stability bracing, 150Index 749 unbraced frames, 146–149, 327–329 x-bracing for, 299–310 Simple connections, 379–380 Single shear, 381 Slab weight, 241, 627 Slag, 441 Slender classification of columns, 122 Slenderness ratio, 67–68 Slip-critical connections, 396–402, 431–432, 496 Snow loads, 6 Snug position, defined, 395–396 Solid circular bars, bending strength of, 280 Spacing of fasteners, 385–388 Specifications for Structural Joints Using HighStrength Bolts, 388 Stability, 121–130, 146–155, 196–198 beams, 196–198 braced frames, 149–153 bracing, 150 buckling and, 121–130, 196–198 compression members (columns), 121–130, 148–153 cross-sectional shapes, 122–125 design thickness, 126 effective length and, 146–155 frames, 146–155 Guide to Stability Design Criteria, 150 load–deflection curves, 197–198 local (buckling), 121–130 nodal bracing, 150 plastic moment and, 196–198 reduction factor, 124–125 relative bracing, 150 sidesway and, 149–155 stiffened and unstiffened elements, 122–125 stiffness reduction factor, 151–152 unbraced frames, 146–149 width-to-thickness ratio, 122–123 Staggered fasteners, 57–64. See also Fasteners Standard Building Code, 7 Standard deviation, 31 Steel, 8–16 American Society for Testing and Materials (ASTM), 11–12 cross-sectional shapes of, 12–16 cold-formed shapes, 116 ductile, 9–10 elastic range, 10 engineering strain, 9 engineering stress, 9 grades (designation) of, 11–12 high-alloy, 11 Hooke’s law, 9 hot-rolled shapes, 12–16 low-alloy, 11 mild, 9 modulus of elasticity, 10 offset method (0.2%), 11 plain carbon, 11 plastic range, 9 stress–strain diagrams, 8–11 structural, 8–12 tensile test for, 8–10 ultimate tensile strength, 10 yield plateau, 9 yield point, 10 yield strength, 11–12 yield stress, 11 Young’s modulus, 10 Steel Construction Manual, 23, 25, 34–36, 559–561 Stiffened cross-sectional elements, 122–125, 198 Stiffeners, 536–558, 667–669, 678–695 AISC specification requirements for, 537–541 bearing, 668–669, 680–695 column reinforcement, 536–558 diagonal, 550–555, 556–558 eccentric connections (flanges), 536–558 intermediate, 668, 678–680 plate girders, 667–669, 678–695 shear strength and, 678–695 strength of, 539–540 tension-field action, 667–668 welds to columns, 548–549, 554–555 Stiffener-to-column welds, 548–549 flanges, 548–549, 555 webs, 554–555 Stiffness reduction factor, 151–153 Stitching (stitch bolts), 75–76 Strain, 8–9 Strain hardening, 9 Strands, flexible cables, 78–79 Strength, 10–12, 21–29, 42–50, 188–189, 199–224, 230–233, 276–280, 305–307, 539–541, 645–653, 667–669, 672–695 allowable (working) stress design, 21–22, 189, 219–220 allowable strength design (ASD), 21, 23, 26–29, 189, 218, 540–541 beam–columns, analysis for, 305–307 beams, 188–189, 199–224, 230–233, 276–280 bearing stiffeners, 668–669, 680–695 bending, 199–216, 276–280 columns, 539–541, 645–653 compact beam shapes, 199–211 composite columns, 645–653 flexural, 188–189, 205–211, 672–675 compression flange, 672–673 intermediate stiffeners, 668, 678–680 load and resistance factor design (LRFD), 22, 23, 24–26, 188–189, 218, 540 moment equations and, 188–189, 193–216, 276–280750 Index Strength (continued) moment–strength design charts, 230–233 nominal, 43 noncompact beam shapes, 211–216 offset method (0.2%), 11 plate girders, 667–669, 672–695 required, 26, 305–307 safety factor for, 26–29 shear, 216–224, 675–680 stiffeners for reinforcement, 539–541, 667–669, 678–695 stress–strain curve for, 10–11 structural design and, 21–29 tensile, 42–50 tension flange yielding, 672 ultimate tensile, 10 various beam shapes, 276–280 yield, 11–12 Strength design, 23 Stress, 8–11, 41, 44–50, 77, 190–196, 595–603 allowable, 44–46 applied, 44–46 area, 77 beams, 190–196, 595–603 bearing, 381–382 bending, 190–196 composite beams, 595–603 concentrations at holes, 46–50 elastic, 595–600 elastic limit, 9–10 engineering, 9 flexural strength and, 600–603 plastic stress distribution, 600 structural steel, 8–11 tension members, 41, 44–50, 77 Whitney equivalent stress distribution, 600–602 yield, 11 Stress–strain diagrams, 8–11 Structural design, 2–19, 20–39 allowable strength design (ASD), 21, 23, 26–29 allowable (working) stress design, 21–22 American Institute of Steel Construction (AISC), 23–24 beam–columns, 5 beams, 5 building codes, 7 collapse mechanism, 22 columns, 5 computations, 36–37 concepts in, 20–39 cross-sectional shapes, 12–16 design strength, 24 frames, 4–5 importance of, 3–5 introduction to, 2–19 limit state, 22 limit states design, 23 load and resistance factor design (LRFD), 22, 23, 24–26 load combinations, 24–26 load factor, 22, 24–26 loads, 4–6 plastic design, 22 precision, 36–37 probability theory, 30–34 requirements, 35 resistance factor, 24–26 safety factor, 26–29 specifications, 7–8, 23–24, 34–36 Steel Construction Manual, 23, 25, 34–36 steel, 8–12 strength design, 23 trusses, 4 Structural Journal of the American Society of Civil Engineers, 23 Structural steel, see Steel Structural tee (split-tee) shape, 14 Structural Welding Code, 444, 453 Struts, 109 Stub column, 115 Studs, 593–594, 610–613, 625–626 composite construction, 593–594, 610–613, 625–626 partially composite beams and, 594 plate girder connections, 593–594, 610–613, 625–626 shear strength of, 625–626 steel headed anchors, 593–594, 610–613 Submerged arc welding (SAW), 441–442 T Tangent modulus theory, 114–115 Tee shapes, 14, 278–279 Tensile loads, see Tension Tensile strength, 42–50 effective net area, 43 ASD equations for, 43–44 LRFD equations for, 43 nominal strength, 43 stress concentrations at holes, 46–50 yielding and, 42–46 Tensile test, 8–10 Tension, 89, 381, 416–440, 491–496, 511–518 bolt connections, 416–428, 491–496 connection failure from, 381 eccentric connections, 491–496, 511–518 fasteners, 428–440 pin-connected members, 89 prying force, 420–428Index 751 shear combined with, 428–440, 491–496, 511–518 welded connections, 511–518 Tension-field action, 667–668 Tension flange yielding, 672 Tension members, 40–107 block shear, 64–67 bolt connections, 57–64, 67–76 cables, 76–79 cross-sectional area of, 41–42 design of, 67–76 effective area, 50–57 gusset plates for, 41–42, 65–66 pin-connected, 88–89 roof trusses, 79–88 slenderness, 67–68 staggered fasteners, 57–64 stitching (stitch bolts), 75–76 stress in, 41, 44–50, 77 tables for design of, 73–75 tensile strength, 42–50 threaded rods, 76–79 Theory of Elastic Stability, 156, 203 Threaded rods, 76–79 Torsional buckling, 155–159 Transformed area, 596 Transformed section, 595–596 Translation, member moments, 305–306 Tributary areas, 239–241 Trusses, 4, 79–88, 248–251, 300, 358–363 beam–columns, 300, 358–363 open-web steel joists, 248–251 roof design, 79–88 structural design and, 4 tension members, 79–88 top-chord loads, 358–363 Turn-of-the-nut method, bolt installation, 395 Twist-off bolts, 394 U Ultimate strength analysis, 483–491, 502–505 bolt connections, 483–491 welded connections, 502–505 Ultimate tensile strength, 10 Unbraced frames, 146–149, 153–155, 310–311, 327–338, 354–358 artificial joint restraint (AJR), 329 beam–column members, 310–311, 327–338, 354–358 buckling analysis, 327–328 compression members, 146–149, 153–155 design of, 327–338, 354–358 drift index, 354 effective length, 146–149, 153–155 moment amplification, 310–311, 327–329 rotational stiffness, 146–149 sidesway of, 146–149, 327–329 Uniform Building Code, 7 Uniqueness theorem, 721 Unshored composite construction, shored versus, 604–606 Unstiffened cross-sectional elements, 122–125, 198 Upper-bound (kinematic) theorem, 721, 724–725 V Variance, 31 Vertical compression, 5 W Weak-axis bending strength, 268–270 Web local buckling (WLB), 197 Webs, 13–14, 198–199, 252–253, 536–558, 569–570 AISC specification requirements for, 537–541 beam-to-plate welds, 569–570 column reinforcement, 536–558 compression buckling of, 537–539 compressive force and, 252–253 crippling, 253, 538 cross-sectional shapes and, 13–14 doubler plates, 539, 542, 549–550, 555 eccentric connections, 536–558 end-plate connections, 569–570 panel zone, 539, 541–542 shear in, 539, 541–542 stiffener-to-column welds, 548–549, 554–555 width-to-thickness ratio, 198–199 yielding, 252–253, 537–538 Welded connections, 378–380, 441–461, 496–518, 548–549, 554–555, 538–570, 666, 669–670. See also Welding axially loaded members, 505–511 balancing the welds, 506–511 beam-to-plate welds, 568–570 combined shear and tension, 511–518 eccentric, 496–518 elastic analysis, 496–502 end-plate connections, 568–570 flanges, 548–549, 555, 568–569 framed beams, 511–513 plate girders, 378, 666, 669–670 welding connections, 378, 666, 669–670 processes for, 441–461 seated beams, 511–513 shear and, 496–511 shear flow, 669–670 simple connections, 379–380 stiffener-to-column, 548–549, 554–555 ultimate strength analysis, 502–505 use of, 378–380 webs, 554–555, 569–570752 Index Welding, 378, 441–461. See also Fillet welds American Welding Society (ASW), 444, 453 base metal, 441 end returns, 454 filler metal, 441 fillet, 442–452 groove, 442–443 length requirements, 453–454 prepared edges, 442 shielded metal arc (SMAW), 441–442 size requirements, 453 slag, 441 Structural Welding Code, 444, 453 submerged arc (SAW), 441–442 symbols, 456–457 Whitney equivalent stress distribution, 600–602 Wide-flange shape (W-shape), 13 Width-to-thickness ratio, 122–123, 198–199 beams, 198–199 compression members (columns), 122–123 Wind loads, 6 Wire rope, 78–79 Working lines, roof truss members, 84 Working point, roof truss joints, 84 Working stress design, 21–22 X x-bracing, 299–300, 351 Y Yield-line theory, 559, 570–572 Yield plateau, 9 Yield point, 10 Yield strength, 11–12 Yield stress, 11 Yielding, 42–46, 192–193, 672 deformation from, 42–46 bending moment and, 192–193 tension flange in plate girders, 672 Young’s modulus, 10
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عدد المساهمات : 2041 تاريخ التسجيل : 21/01/2012
| موضوع: كتاب Steel Design الخميس 08 أغسطس 2013, 2:27 pm | |
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أخوانى فى الله أحضرت لكم كتاب Steel Design - Fifth Edition William T. Segui The University of Memphis
و المحتوى كما يلي :
About the Author v Preface xi 1 Introduction 3 1.1 Structural Design 3 1.2 Loads 6 1.3 Building Codes 7 1.4 Design Specifications 7 1.5 Structural Steel 8 1.6 Standard Cross-Sectional Shapes 12 Problems 17 2 Concepts in Structural Steel Design 21 2.1 Design Philosophies 21 2.2 American Institute of Steel Construction Specification 23 2.3 Load Factors, Resistance Factors, and Load Combinations for LRFD 24 2.4 Safety Factors and Load Combinations for ASD 26 2.5 Probabilistic Basis of Load and Resistance Factors 30 2.6 Steel Construction Manual 34 2.7 Design Computations and Precision 36 Problems 38 3 Tension Members 41 3.1 Introduction 41 3.2 Tensile Strength 42 3.3 Effective Area 50 3.4 Staggered Fasteners 57 3.5 Block Shear 64 3.6 Design of Tension Members 67 3.7 Threaded Rods and Cables 76 3.8 Tension Members in Roof Trusses 79 3.9 Pin-Connected Members 88 Problems 90 4 Compression Members 109 4.1 Introduction 109 4.2 Column Theory 110 4.3 AISC Requirements 117 4.4 Local Stability 121 4.5 Tables for Compression Members 130 4.6 Design 132 4.7 More on Effective Length 138 4.8 Torsional and Flexural-Torsional Buckling 155 4.9 Built-Up Members 162 Problems 171 Contentsviii Contents 5 Beams 189 5.1 Introduction 189 5.2 Bending Stress and the Plastic Moment 190 5.3 Stability 196 5.4 Classification of Shapes 198 5.5 Bending Strength of Compact Shapes 199 5.6 Bending Strength of Noncompact Shapes 211 5.7 Summary of Moment Strength 215 5.8 Shear Strength 216 5.9 Deflection 224 5.10 Design 226 5.11 Floor and Roof Framing Systems 239 5.12 Holes in Beams 245 5.13 Open-Web Steel Joists 248 5.14 Beam Bearing Plates and Column Base Plates 251 5.15 Biaxial Bending 265 5.16 Bending Strength of Various Shapes 276 Problems 281 6 Beam–Columns 299 6.1 Definition 299 6.2 Interaction Formulas 300 6.3 Methods of Analysis for Required Strength 305 6.4 The Moment Amplification Method 307 6.5 Braced versus Unbraced Frames 310 6.6 Members in Braced Frames 311 6.7 Members in Unbraced Frames 327 6.8 Design of Beam–Columns 339 6.9 Trusses with Top-Chord Loads Between Joints 358 Problems 363 7 Simple Connections 377 7.1 Introduction 377 7.2 Bolted Shear Connections: Failure Modes 380 7.3 Bearing Strength, Spacing, and Edge-Distance Requirements 382 7.4 Shear Strength 388 7.5 Installation of High-Strength Bolts 394 7.6 Slip-Critical and Bearing-Type Connections 396 7.7 Design Examples 402 7.8 High-Strength Bolts in Tension 416 7.9 Combined Shear and Tension in Fasteners 428 7.10 Welded Connections 441 7.11 Fillet Welds 443 Problems 461 8 Eccentric Connections 477 8.1 Examples of Eccentric Connections 477 8.2 Eccentric Bolted Connections: Shear Only 478 8.3 Eccentric Bolted Connections: Shear Plus Tension 491 8.4 Eccentric Welded Connections: Shear Only 496 8.5 Eccentric Welded Connections: Shear Plus Tension 511 8.6 Moment-Resisting Connections 519 8.7 Column Stiffeners and Other Reinforcement 536 8.8 End Plate Connections 558 8.9 Concluding Remarks 572 Problems 572 9 Composite Construction 593 9.1 Introduction 593 9.2 Shored versus Unshored Construction 604 9.3 Effective Flange Width 606 9.4 Steel Headed Stud Anchors 610 9.5 Design 613 9.6 Deflections 620 9.7 Composite Beams with Formed Steel Deck 624 9.8 Tables for Composite Beam Analysis and Design 636 9.9 Continuous Beams 644 9.10 Composite Columns 645 Problems 65510 Plate Girders 665 10.1 Introduction 665 10.2 General Considerations 667 10.3 AISC Requirements for Proportions of Plate Girders 670 10.4 Flexural Strength 672 10.5 Shear Strength 675 10.6 Bearing Stiffeners 680 10.7 Design 695 Problems 713 Appendix Plastic Analysis and Design 718 A.1 Introduction 718 A.2 AISC Requirements 720 A.3 Analysis 721 A.4 Design 726 A.5 Concluding Remarks 729 References 730 Answers to Selected Problems 735 Index 739 Contents ix A Allowable strength design (ASD), 21, 23, 26–29, 43–44, 190, 218, 302, 447, 540–541, 564–566, 615 AISC specifications and, 23 beam–column interaction equations, 302 beams, 190, 218, 540–541 column stiffeners, 540–541 eccentric connections, 540–541, 564–566 end-plate connections, 564–566 fillet welds, 447 floor system design, 615 load combinations for, 26–29 moment equations for, 190 required strength, 21, 26 safety factor for, 26–29 shear strength, equations for, 218 tensile strength, equations for, 43–44 Allowable stress design, 21–22, 27, 44–46, 190, 219–220 allowable stress, 21–22 beams, 190, 219–220 load combinations and, 27 moment equations for, 190 shear strength, equations for, 219–220 tensile strength, equations for, 44–46 American Association of State Highway and Transportation Officials (ASSHTO), 8 American Institute of Steel Construction (AISC), 8, 23–25, 34–36, 109–110, 117–121, 156–162, 537–541, 649–650, 670–672, 720–721 buckling analysis specifications, 156–162 column reinforcement specification requirements, 537–541 composite column limitations and detailing requirements, 649–650 compression member specifications, 109–110, 117–121 Manual of Steel Construction, 23 Index plastic analysis and design, 720–721 plate girder requirements, 670–672 structural design specifications, 8, 23–24 Steel Construction Manual, 23, 25, 34–36 American Iron and Steel Institute (AISI), 8 American Railway Engineering and Maintenance-of-Way Association (AREMA), 8 American Society for Testing and Materials (ASTM), 11–12 American Society of Civil Engineers (ASCE), 7 American standard channel shape (C-shape), 14 American standard shape (S-shape), 14 American Welding Society (ASW), 444, 453 Anchors, 593–594, 610–613, 625–626 composite construction, 593–594, 610–613, 625–626 partially composite beams and, 594 plate girder connections, 593–594, 610–613, 625–626 shear strength of, 625–626 studs, 593–594, 610–613 Applied stress, 44–46 Artificial joint restraint (AJR), 329 ASD, see Allowable strength design (ASD) Axial compression, 5 Axially loaded members, eccentric connections and, 505–511 Axis buckling direction, 138–146 B Balancing the welds, 506–511 Bars, 14–15, 280, 646 bending strength of, 280 deformed reinforcing, 646 solid circular, 280 structural design and, 14–15 Base metal, 441 Bay region, 239 739740 Index Beam–columns, 5, 109, 298–375 bending coefficient, Cb, 344–345 braced frames, 310–327, 350–354 bracing design, 350–354 defined, 299–300 design of, 339–358 drift index, 354 frames, 310–338, 350–358 interaction formulas, 300–304 moment amplification, 307–311, 327–329 moments in, 299, 305–310 required strength, analysis for, 305–307 sidesway, 299–300, 327–329 structural design using, 5, 299–300 top-chord loads, 358–363 trusses, 300, 358–363 unbraced frames, 310–311, 327–338, 354–358 Beam (load) line, 520–522 Beams, 5, 188–297, 477–478, 511–524, 536–558, 568–569, 593–603, 613–645 allowable strength design (ASD) for, 190, 218, 540–541 allowable stress design for, 190 beam-to-plate welds, 568–570 bearing plates, 251–259 bending coefficient, Cb, 208–211 bending moment, 191–193 bending strength, 199–216, 276–280 bending stress, 190–196 biaxial bending, 265–276 block shear in connections, 222–224 buckling, 196–198 classification of shapes, 198–199 column base plates, 251–253, 260–265 compact shapes, 199–211 composite, 593–603, 613–644 continuous, 644–645 coped, 222–223 cross sections, 198–199, 267–270 deflection, 196–198, 224–226 design of, 226–239 double-angled shapes, 279–280 eccentric connections, 511–524, 536–558, 568–569 end-plate connections, 568–570 flanges, 198–199, 519–524, 536–558, 568–569 flexural strength, 188–189, 205–211 framed connections, 477–478, 511–513 frames, 239–244 holes, placement of, 245–248 hollow shapes (HSS), 276–278 load and resistance design (LRFD) for, 189–190, 218, 540 moment strength, 215–216 moment–strength design charts, 230–233 noncompact shapes, 211–216 open-web steel joists, 248–251 plastic moment, 193–198 plates for support of, 251–265 roof systems, 239–244, 272–276 seated connections, 511–513 shear strength, 216–224 solid circular bars, 280 stability, 196–198 tee shapes, 278–279 webs, 198–199, 252–253, 536–558, 569–570 width-to-thickness ratio, 198–199 yielding, 192–193 Bearing, pin-connected members, 89 Bearing plates, 251–259 concrete bearing stress, 253–254 thickness of, 254–259 web crippling, 253 web yielding, 252–253 Bearing stiffeners, 668–669, 680–695 Bearing strength, connections and, 382–388 Bearing stress, connection failure from, 381–382 Bearing-type connections, 396–402 Bending, 5, 111, 189–196, 265–276, 312–315, 381, 537 beam–columns, 312–315 beams, 189–196, 265–276 biaxial, 265–276 connection failure from, 381 critical buckling and, 111 flanges (local), 537 flexural strength, 189–190 moment distribution, Cm, 312–315 moment equations, 111, 189–193 plastic moment and, 193–194 stress, 190–196 Bending moment distribution, Cm, 312–315 Bending strength, 199–216, 276–280, 344–345 beams, 199–216, 276–280 beam–columns, 344–345 bending coefficient, Cb, 208–211, 344–345 biaxial bending and, 268–270 compact shapes, 199–211 double-angled shapes, 279–280 hollow shapes (HSS), 276–278 moment equations for, 199–216, 276–280 moment gradient and, 208 nominal flexural strength and, 205–211 noncompact shapes, 211–216 solid circular bars, 280 tee shapes, 278–279 weak-axis, 268–270 Biaxial bending, 265–276 beams, 265–276 roof purlins, design of, 272–276 shear center, loads applied through, 267–270 shear center, loads not applied through, 270–271 weak-axis bending strength, 268–270Index 741 Block shear, 64–67, 222–224 beams, 222–224 bolt connections and, 64–67 shear strength and, 222–224 tension members, 64–67 BOCA National Building Code, 7 Bolted connections, 57–76, 380–382, 388–440, 478–496 bearing-type, 396–402 block shear and, 64–67 combined shear and tension in, 428–440 design examples for, 402–416 eccentric, 478–496 elastic analysis, 479–483 failure modes, 380–382 fully tensioned, 394 gage distance, 71 high-strength, 388–396, 416–428 nominal body area, 388 pretensioned, 416–420 prying force, 420–428 shear in, 380–382, 478–491 shear strength of, 388–393 slenderness and, 67–68 slip-critical, 396–402, 431–432, 496 snug position, 395–396 staggered fasteners, 57–64 stitching (stitch bolts), 75–76 tensile loads applied to, 416–428 tension members, 57–76 ultimate strength analysis, 483–491 Braced frames, 149–153, 310–327, 350–354 beam–column members, 310–327, 350–354 bending moment distribution, Cm, 312–315 bracing, 321–324, 350–354 compressive members, 149–153 defined, 135 design of, 312–327, 350–354 effective length, 149–153 moment amplification, 310–311 nodal bracing, 150, 351 relative bracing, 150, 351–354 reverse-curvature bending, 312–313 rotational stiffness, 151 sidesway of, 150–153, 327–329 single-curvature bending, 311–312 stability bracing, 150, 350 stiffness reduction factor, 151–153, 313 Bracing, 150, 299–300, 321–324, 350–354 beam–columns, 321–324, 350–354 compression members, 150 design of, 650–654 diagonal, 351 nodal, 150, 351 relative, 150, 351–354 sidesway and, 150, 299–300 stability, 150, 350 x-bracing, 299–300, 351 Buckling, 110–117, 121–130, 138–146, 155–170, 196–198, 327–328, 537–539, 646–647, 650–651, 667–668, 674–675 AISC specifications for analysis of, 156–162 axis, 138–146 beams, 196–198 bending moment, 111 built-up members, 162–170 column reinforcement for, 537–539 column strength curve, 114–115 column theory, 109–117 composite columns, 646–647, 650–651 compression of column web, 537–539 critical buckling load, 110–113 deflection and, 111–113 effective length and, 116–117, 138–146 elastic stress, 156–159 Euler load, 110–113 flange local (FLB), 197 flexural strength and, 674–675 flexural, 121–130, 138–146, 155, 162 flexural–torsional, 155–159, 162 lateral–torsional (LTB), 196–198, 667, 674–675 load–deflection curves, 197–198 local (stability), 121–130 modes, 112 plate girders, 667–668, 674–675 sidesway analysis, 327–328 tangent modulus theory, 114–115 Theory of Elastic Stability, 156 torsional, 155–159 unbraced frames, 327–328 web local (WLB), 197 Building codes, 7 Building Officials and Code Administrators (BOCA), 7 Built-up shapes, 15–16, 75–76, 162–170 buckling analysis of, 162–170 compression members (columns), 162–170 cross sections, 15–16 principle of moments, 163 parallel-axis theorem, 163 plates, 170 rolled shapes, 165–170 stitching (stitch bolt connections), 75–76 tension members, 75–76 C Cables as tension members, 76–79 Calibrated wrench tightening, 395 Cambering, 225 Chord members, 83–84 Coefficient of variation, 31 Cold-formed shapes, 116 Collapse mechanism, 22742 Index Column reinforcement, 536–572 AISC specification requirements, 537–541 ASD equations for, 540–541 beam-to-column connections, 558–559, 561–570 bending of flange, local, 537 compression buckling of web, 537–539 doubler plates, 539, 542, 549–550, 555 eccentric connections, 536–572 end-plate connections, 558–572 limit states for, 539–541 LRFD equations for, 540 panel zone (web) shear, 539, 541–542 stiffeners for flanges, 536–558 stiffener-to-column welds, 548–549, 554–555 web crippling, 538 web yielding, local, 537–538 yield-line theory, 570–572 Columns, 5, 108–187, 251–253, 260–265, 645–655 axis directions in, 138–146 base plates, 251–253, 260–265 buckling, 110–117, 121–130, 138–146, 155–170 built-up members, 162–170 column theory, 110–117 composite, 645–655 compression members, 109–117, 155–162 critical buckling load, 110–113 cross-sectional shapes, 121–125 deflection of, 111–113 effective length, 116–117, 138–155 Euler (buckling) load, 110–113 frames, 146–155 Guide to Stability Design Criteria, 150 Jackson–Mooreland Alignment charts, 147–148 local stability (buckling), 121–130 nonslender classification, 122 pinned-end condition, 110–111, 116, 138–139 sidesway and, 149–155 slender classification, 122 strength curve, 114–115 strength of, 539–541, 645–653 stub, 115 tangent modulus theory, 114–115 Compact shapes, bending strength of, 199–211 Composite beams, 593–603, 613–644 composite construction, 593–603 deck weight, 627 deflections, 620–624 elastic stresses, 595–600 flexural strength, 600–603 floor system design, 613–620, 624–636 formed steel decks, 594–595, 624–636 partial composite action, 626–627 plastic neutral axis (PNA), 601–602 shear strength of anchors, 625–626 slab weight, 636 tables for beam analysis and design, 636–644 transformed area, 596 transformed section, 595–596 Composite columns, 645–655 AISC limitations and detailing requirements, 649–650 buckling equations for, 646–647, 650–651 deformed reinforcing bars, 646 encased, 645–650 filled, 650–653 strength of, 645–653 tables for analysis and design, 653–655 Composite construction, 592–663 anchors, 593–594, 610–613, 625–626 composite beams, 593–603, 613–644 composite columns, 645–655 concrete curing, before and after, 604–606 continuous beams, 644–645 decks, formed steel, 594–595, 624–636 deflections, 620–624 effective flange width, 606–609 elastic stresses, 595–600 flexural strength, 600–603 floor systems, 606–620 formed steel decks, 594–595, 624–636 partial composite action, 626–627 partially composite beams, 594 plastic stress distribution, 600 shored, 604–606 slab and deck weight, 627 strength and, 645–653 structural design using, 593–595 studs, 593–594, 610–613, 625–626 tables for analysis and design, 636–644, 653–655 unshored, 604–606 Whitney equivalent stress distribution, 600–602 Compression, see Loads Compression buckling of web, 537–539 Compression flange strength, 672–673 Compression members, 108–187 AISC specifications, 109–110, 117–121 beam–columns, 109 buckling, 110–117, 121–130, 155–170 built-up members, 162–170 column theory, 110–117 columns, 108–187 critical buckling load, 110–113 defined, 109 design of, 132–138 effective length, 116–117, 138–155 flexural buckling, 121–130, 138–146, 155, 162 flexural–torsional buckling, 155–159, 162 frames, 146–155 local stability, 121–130 nonslender classification, 122Index 743 plates, 170 rolled shapes, 115, 132–138, 165–170 slender classification, 122 stiffened and unstiffened elements, 122–125 struts, 109 tables for design of, 130–132 torsional buckling, 155–159 trial-and-error selection method, 134 width-to-thickness ratio, 122–123 Concrete bearing stress, 253–254 Concrete curing, composite construction and, 604–606 Connections, 75–76, 89, 165–170, 376–475, 476–591, 593–594, 610–613, 625–626 anchors, 593–594, 610–613, 625–626 axially loaded members, 505–511 bearing strength, 382–388 bearing-type, 396–402 behavior of, 379–380 bolted, 380–382, 388–428, 478–496 built-up members, 75–76 column reinforcement, 536–558 combined shear and tension in, 428–440, 491–496, 511–518 design examples, 402–416 eccentric, 476–591 edge–distance requirements, 385–388 elastic analysis, 479–483, 496–502 end-plate, 558–572 failure modes, 380–382 fasteners, 385–388, 428–440 fillet welds, 442–452 flanges, 519–524, 536–558, 568–569 framed beams, 477–478, 511–513 fully restrained (FR), 523–536, 558–559 groove welds, 442–443 high-strength bolts, 388–396, 416–428 moment-resisting, 519–536 partially restrained (PR), 520–523 plate girders, 593–594, 610–613, 625–626 plates, requirements for, 170 prying force, 420–428 rigid, 523–526, 558–559, 572 rivets, 377–378 rolled shapes, requirements for, 165–170 semirigid, 520 shear, 89, 380–382, 428–440, 478–518, 541–542 shear strength, 388–393 shielded metal arc welds (SMAW), 441–442 simple, 379–380 slip-critical, 396–402, 431–432, 496 spacing requirements, 385–388 studs, 593–594, 610–613, 625–626 tensile loads on, 416–440 ultimate strength analysis, 483–491, 502–505 welded, 378–380, 441–461, 496–518, 548–549 welding, 378, 441–461 Continuous beams, 644–645 Continuous casting, 13 Coped beams, 222–223 Creep, 620–621 Critical buckling load, 110–113 Cross-sectional shapes, 12–16, 41–42, 121–125, 198–199, 267–270, 665–666, 720 American standard (S-shape), 14 American standard channel (C-shape), 14 bars, 14–15, 41–42 beam classification of, 198–199 biaxial bending and, 267–270 built-up, 15–16 cold-formed, 16 compression members (columns), 121–125 double-angle, 16 gross area, 42 hollow (HSS), 15 hot-rolled, 12–16 I-beam, 14 local buckling and, 121–125 net area (section), 42 plate girders, 665–666 plates, 15, 41–42 shape factor, 718–720 shear center, loads and, 267–270 stiffened and unstiffened elements, 122–125 structural tee (split-tee), 14 tension members, 41–42 wide-flange (W-shape), 13 width-to-thickness ratio, 122–123, 198–199 Cumulative distribution function, 33 D Dead loads, 6, 225 Decks, 594–595, 624–636 anchors, 625–626 composite construction, 594–595, 624–636 design of, 625–626 formed steel, 594–595, 624–636 partial composite action, 626–627 shear strength and, 625–626 slab weight, 627 structural use of, 594–595 Deflection, 111–113, 196–198, 224–226, 244, 620–624 beams, 196–198, 224–226, 244 cambering, 225 columns, 111–113 composite beams, 620–624 creep, 620–621 framing systems, 244 load–deflection curves, 197–198 ponding, 225–226 serviceable structure limits, 224–226 service loads for, 225744 Index Deformation, 42–50, 305–306 excessive, 42–43 fracture, 42, 44 member moments, 305–306 stress concentrations at holes, 46–50 tensile strength and, 42–50 Deformed reinforcing bars, 646 Design charts, 230–233 Design specifications, 7–8 Design strength (moment), 24, 189–190 Design thickness, 126 Diagonal bracing, 351 Diagonal stiffeners, 550–555, 556–558 Direct analysis method, beam–columns, 306 Direct tension indicators, bolt installation, 395 Double shear, 381 Double-angle shapes, 16, 54, 279–280 bending strength of, 279–280 effective area of, 54 structural design and, 16 Doubler plates, 539, 542, 549–550, 555 Drift index, 354 Ductile steel, 9–10 elongation, measurement of, 10 stress–strain diagram for, 9 E Earthquake loads, 6 Eccentric connections, 476–591 axially loaded members, 505–511 bolt connections, 478–496 column reinforcement, 536–558 combined shear and tension in, 491–496, 511–518 doubler plates, 539, 542, 549–550, 555 elastic analysis, 479–483, 496–502 end-plate, 558–572 moment-resisting, 519–536 shear, 478–518, 541–542 ultimate strength analysis, 483–491, 502–505 welded connections, 496–518, 548–549, 554–555 Eccentricity, defined, 477 Edge–distance requirements, fasteners, 385–388 Effective area, 50–57 defined, 51 joint efficiency, 50 round hollow shapes (HSS), 53–54 shear lag, 50–51 single and double angles, 54–55 tension members, 51–57 Effective flange width, 606–609 Effective length, 116–117, 138–155, 306 axis buckling direction and, 138–146 beam–column analysis, 306 braced frames, 149–153 column theory and, 116–117 compression members (columns), 116–117, 138–155 defined, 117 factor, 117 major axis buckling, 139 minor axis buckling, 139 pinned-end condition and, 116, 138–139 rotational stiffness and, 146–149, 151 sidesway and, 149–155 unbraced frames, 146–149 Effective net area, 43 Elastic analysis, 479–483, 496–502 bolt connections, 479–483 welded connections, 496–502 Elastic buckling stress, 156–159 Elastic design, 21–22 Elastic range, 10 Elastic stresses, composite beams, 595–600 Elongation, measurement of, 10 Encased composite columns, 645–650 End-plate connections, 558–572 ASD equations for, 564–566 beam-to-column, 558–559, 561–570 beam-to-plate welds, 568–570 column requirements for, 570–572 design procedure, 561–570 eccentric, 558–572 extended (rigid), 558–559 flanges, 568–569, 570–572 guidelines for, 560–561 LRFD equations for, 561–564 Steel Construction Manual, 559–561 thick plate theory, 560 thin plate approach, 560 webs, 569–570 yield-line theory, 559, 570–572 End returns, 454 Engineering strain, 9 Engineering stress, 9 Equilibrium method of analysis, 722–724 Euler (buckling) load, 110–113 Excessive deformation, 42–43 Extended (rigid) end-plate connections, 558–559 Eyebars, 88 F Failure, see Block shear; Deformation; Strength; Yielding Failure modes, bolted connections, 380–382 Fasteners, 57–64, 67–76, 385–388 bolt connections, 57–64, 67–76 edge–distance requirements, 385–388 slenderness and, 67–68 spacing requirements, 385–388 staggered, 57–64 stitching (stitch bolts), 75–76 tension member connections, 57–64, 67–76 Filled composite columns, 650–653Index 745 Filler beams, 239 Filler factor, 396–397 Filler metal, 441 Fillet welds, 442–461 ASD for, 447 design of, 443–447 end returns, 454 length requirements, 453–454 LRFD for, 446–447 size requirements, 453 strength of, 444–446 symbols for, 456–457 First-order analysis methods, 306 Fixed-end moment (FEM), 521–522 Flange local buckling (FLB), 197 Flanges, 13–14, 198–199, 519–524, 536–558, 568–569, 672–675 beam-to-plate welds, 568–569 bending of (local), 537 column stiffeners, 536–558 compression flange strength, 672–673 cross-sectional shapes and, 13–14 eccentric connections, 519–524, 536–558 end-plate connections, 568–569 flexural strength, 672–675 moment-resisting connections, 519–524 plate girders and, 672–675 stiffener-to-column welds, 548–549, 555 tension flange yielding, 672 width-to-thickness ratio, 198–199 Flexural buckling, 121–130, 138–146, 155, 162 Flexural strength, 188–189, 205–211, 600–603, 672–675 bending strength and, 205–211 composite beams, 600–603 compression flange strength, 672–673 lateral-torsional buckling (LTB), 674–675 moment equations for, 188–189 plastic stress distribution, 600 plate girders, 672–675 tension flange yielding, 672 Whitney equivalent stress distribution, 600–602 Flexural–torsional buckling, 155–159, 162 Floor systems, 239–244, 248–251, 606–620, 624–636 ASD procedure for, 615 bay region, 239 composite construction, 606–620, 624–636 deflection of, 244 design of, 613–620 effective flange width, 606–609 filler beams, 239 formed steel decks, 624–636 framing system, 239–244 girders, 239 load path, 239 LRFD procedure for, 614–615 open-web steel joists, 248–251 slab weight, 241 studs (anchors), 610–613 tributary areas, 239–241 Force, connection prying action, 420–428 Formed steel decks, see Decks Fracture, 42, 44 Framed beam connections, 477–478, 511–513 eccentric, 477–478 welded, 511–513 Frame systems, 4–5, 146–155, 239–244, 310–338, 350–358 beam–columns, 310–338, 350–358 bay region, 239 braced, 149–153, 310–327, 350–354 bracing design, 350–354 compression members, 146–155 deflection of, 244 effective length of, 146–155 filler beams, 239 floor systems, 239–244 girders, 239 Jackson–Mooreland Alignment charts, 147–148 load path, 239 nodal bracing, 150, 351 relative bracing, 150, 351–354 roof systems, 239–244 rotational stiffness and, 146–149, 151 sidesway and, 146–155, 299–300, 327–329 stability bracing, 150, 350 stiffness reduction factor, 151–153 structural design and, 4–5 tributary areas, 239–241 unbraced, 146–149, 153–155, 310–311, 327–338, 354–358 Frequency distribution, 30–32 Fully restrained (FR) connections, 523–536, 558–559 Fully tensioned bolts, 394 G Gage distance, 71 Girders, defined, 239. See also Plate girders Grades (designation) of structural steel, 11–12 Groove welds, 442–443 Gross area, 42 Guide to Design Criteria for Bolted and Riveted Joints, 420 Guide to Stability Design Criteria, 150 Gusset plates, 41–42, 65–66 H High-alloy steel, 11 High-strength bolts, 388–396, 416–428 calibrated wrench tightening, 395 direct tension indicators, 395 fully tensioned, 394 installation of, 394–396 shear strength of, 388–393746 Index High-strength bolts (continued) tensile load applied to, 416–428 turn-of-the-nut method for, 395 twist-off, 394 Histogram, 30 Holes, 46–50, 245–248 beams, placement of in, 245–248 stress concentrations at, 46–50 Hollow cross-sectional shapes (HSS), 15, 52–53, 276–278 bending strength, 276–278 effective area of, 52–53 structural design and, 15 Hooke’s law, 9 Hot-rolled shapes, 12–16, 115 I I-beam, 14 Interaction formulas, beam–columns, 300–304 Intermediate stiffeners, 668, 678–680 International Building Code, 7 J Jackson–Mooreland alignment charts, 147–148 Joint efficiency, 50 Joints, top-chord loads between, 358–363 Joists, open-web steel, 248–251 L Lateral–torsional buckling (LTB), 196–198, 667, 674–675 Limit states, 22–23, 42–44, 89, 122–123, 539–541 column reinforcement, 539–541 bearing, 89 defined, 22 design, 22–23 excessive deformation, 42–43 fracture, 42, 44 pin connections, 89 shear, 89 tensile strength and, 42–44 tension, 89 width-to-thickness ratio, 122–123 Live loads, 6, 225 Load and resistance factor design (LRFD), 22, 23, 24–26, 43, 189–190, 218, 302, 446–447, 540, 561–564, 614–615 AISC specifications and, 23 beam–column interaction equations, 302 beams, 189–190, 218, 540 column stiffeners, 540 design strength, 24 end-plate connections, 561–564 fillet welds, 446–447 floor system design, 614–615 load combinations for, 24–26 load factor, 22, 24–26 moment equations for, 189–190 resistance factor, 22, 24–26 shear strength, equations for, 218 tensile strength, equations for, 43 Load combinations, 24–29, 428–440, 491–496, 511–518 ASD equations for, 26–29 bolted connections, 428–440 eccentric connections, 491–496, 511–518 fasteners, 428–440 LRFD equations for, 24–26 shear and tension, 428–440, 491–496, 511–518 structural design and, 24–29 welded connections, 511–518 Load–deflection curves, 197–198 Load factor, 22, 24–26, 30–34 defined, 22 load combinations and, 24–26 LRFD use of, 22, 24–26 probabilistic factors of, 30–34 Load path, 239 Loads, 4–6, 110–113, 224–226, 306, 358–363, 420–428, 477 axial compression, 5 beam deflection and, 224–226 bending, 5 connections, 420–428 critical buckling, 110–113 dead, 6, 225 eccentricity, 477 live, 6, 225 notional, 306 prying force, 420–428 service, 225 structural design and, 4–6 tensile, 420–428 top-chord, 358–363 vertical compression, 5 Local stability, see Stability Low-alloy steel, 11 Lower-bound (static) theorem, 721–723 LRFD, see Load and resistance factor design (LRFD) M Major axis buckling, 139 Manual for Railway Engineering, 8 Manual of Steel Construction, 23 Mean, defined, 30 Mechanism method of analysis, 724–725 Median, defined, 30 Member deformation moments, 305–306 Member translation moments, 305–306 Members, see Compression members; Tension members Mild steel, 9. See also Ductile steel Minimum Design Loads for Buildings and Other Structures, 7Index 747 Minor axis buckling, 139 Mode, defined, 30 Modulus of elasticity, 10 Moment amplification, 307–311, 327–329 amplification factor, 307, 327 beam–columns, 307–311 braced frames, 310–311 frame design, computations for, 310–311 sidesway and, 327 unbraced frames, 310–311, 327–329 Moment frames, see Unbraced frames Moment-resisting connections, 519–536 beam (load) line, 520–522 fixed-end moment (FEM), 521–522 flanges, 519–524 fully restrained (FR), 523–536 moment-rotation curve, 520–522 partially restrained (PR), 520–523 shims, 524 Moment-rotation curve, 520–522 Moment strength, beams, 215–216 Moment–strength design charts, 230–233 Moments, 111, 189–216, 276–280, 299, 305–310, 312–315 beam equations, 189–216 beam–column analysis and, 299, 305–310, 312–315 bending strength and, 199–216, 276–280 bending, 111, 189–193 braced frame bending distribution, Cm, 312–315 design (strength), 190 gradient, 208 member deformation, 305–306 member translation, 305–306 plastic, 193–198 required strength and, 305–307 stability and, 111, 196–198 N Net area (section), 42 Nodal bracing, 150, 351 Nominal strength, 43 Noncompact shapes, bending strength of, 211–216 Nonslender classification of columns, 122 Notional loads, 306 O Offset method (0.2%), 11 Open-web steel joists, 248–251 P Panel zone (web) shear, 539, 541–542 Parallel-axis theorem, 163 Partial composite action, 626–627 Partially composite beams, 594 Partially restrained (PR) connections, 520–523 Pin connections, 88–89, 110–111, 116, 138–139 compression members (columns), 110–111, 116, 138–139 effective length and, 116, 138–139 eyebars, 88 limit states, 89 tension members, 88–89 Pipes, cross-sectional shapes, 15 Plain carbon steel, 11 Plastic analysis, 193, 718–725 AISC requirements for, 720–721 lower-bound (static) theorem, 721–723 uniqueness theorem, 721 upper-bound (kinematic) theorem, 721, 724–725 Plastic design, 22, 718–721, 726–729 Plastic hinge, 193 Plastic moment, 193–198, 718–719 Plastic neutral axis (PNA), 601–602 Plastic range, 9 Plastic stress distribution, 600 Plate girders, 15, 378, 665–717 AISC requirements for, 670–672 bearing stiffeners, 668–669, 680–695 buckling, 667–668, 674–675 compression flange strength, 672–673 cross sections, 665–666 design of, 695–712 flexural strength, 672–675 intermediate stiffeners, 668, 678–680 lateral-torsional buckling (LTB), 667, 674–675 riveted connections, 666 shear flow, 669–670 shear strength, 675–680 stiffeners for, 667–669, 678–695 structural design using, 667–670 tension flange yielding, 672 tension-field action, 667–668 welding connections, 378, 666, 669–670 Plates, 15, 53–54, 170, 251–265. See also End-plate connections beam support and, 251–265 bearing, 251–259 column base, 251–253, 260–265 connection requirements, 170 concrete bearing stress, 253–254 defined, 15 effective area, 53–54 thickness of, 254–259 web crippling, 253 web yielding, 252–253 Ponding, 225–226 Precision and design calculations, 36–37 prepared edges, 442 Pretensioned bolts, 416–420 Principle of moments, 163748 Index Probability density function, 31–32 Probability theory, 30–34 coefficient of variation, 31 cumulative distribution function, 33 frequency distribution, 30–32 histogram, 30 load factor, basis of, 30–34 mean, 30 median, 30 mode, 30 probability density function, 31–32 relative frequency distribution, 30 resistance factor, basis of, 30–34 safety (reliability) index, 33–34 standard deviation, 31 variance, 31 Purlins, 79–80, 272–276 biaxial bending and, 272–276 design of, 272–276 truss connections, 79–80 R Reduction factor, 124–125 Relative bracing, 150, 351–354 Relative frequency distribution, 30 Reliability (safety) index, 33–34 Required strength, 26, 305–307 Resistance factor, 22, 24–26, 30–34 defined, 22 load combinations and, 24–26 LRFD use of, 22, 24–26 probabilistic factors of, 30–34 Rigid connections, 523–526, 558–559, 572 Riveted connections, 377–378, 666 Rolled shapes, 115, 132–138, 165–170 compression members, 132–138, 165–170 connection requirements, 165–170 buckling and, 165–170 selection of for structural design, 132–138 stub columns, 115 trial-and-error selection method, 134 Roofs, 79–88, 239–244, 248–251, 272–276, 358–363 beam–columns, 358–363 biaxial bending and, 272–276 chord members, 83–84 framing system, 239–244 load path, 239 open-web steel joists, 248–251 purlins, 79–80, 272–276 sag rods, 79–81, 272 tension members in, 79–88 top-chord loads, 358–363 tributary areas, 239–241 trusses, 79–88 working lines, 84 working point, 84 Rotational stiffness, 146–149, 151 S Safety factors, 26–29 Safety (reliability) index, 33–34 Sag rods, 79–81, 272 Seated beam connections, 511–513 Second-order analysis methods, 306 Semirigid connections, 520 Service loads for beam deflection, 225 Serviceable structure, defined, 224 Shape factor, 718–720 Shear, 89, 380–382, 428–440, 478–518, 539, 541–542, 669–670. See also Momentresisting connections bolted connections, 380–382, 478–496 double, 381 column reinforcement, 539, 541–542 eccentric connections, 478–518, 539, 541–542 fasteners, 428–440 flow, 669–670 panel zone (web), 539, 541–542 pin-connected members, 89 plate girders, 669–670 single, 381 tension combined with, 428–440, 491–496, 511–518 welded connections, 496–518, 669–670 Shear center, 267–270 beam cross sections, 267–270 biaxial loads applied through, 267–270 biaxial loads not applied through, 270–271 weak-axis bending strength, 268–270 Shear lag, 50–51 Shear strength, 216–224, 388–393, 625–626, 675–680 allowable (working) stress design for, 219–220 anchors (studs) in formed decks, 625–626 ASD equations for, 218 beams, 216–224 block shear and, 222–224 connections, 388–393 high-strength bolt connections, 388–393 intermediate stiffeners, 678–680 LRFD equations for, 218 plate girders, 675–680 Shielded metal arc welding (SMAW), 441–442 Shims, 524 Shored composite construction, unshored versus, 604–606 Sidesway, 146–155, 299–300, 327–329 amplification factor for, 327 artificial joint restraint (AJR), 329 braced frames, 149–153 compression members, 146–155 effective length and, 146–155 nodal bracing, 150 relative bracing, 150 stability bracing, 150Index 749 unbraced frames, 146–149, 327–329 x-bracing for, 299–310 Simple connections, 379–380 Single shear, 381 Slab weight, 241, 627 Slag, 441 Slender classification of columns, 122 Slenderness ratio, 67–68 Slip-critical connections, 396–402, 431–432, 496 Snow loads, 6 Snug position, defined, 395–396 Solid circular bars, bending strength of, 280 Spacing of fasteners, 385–388 Specifications for Structural Joints Using HighStrength Bolts, 388 Stability, 121–130, 146–155, 196–198 beams, 196–198 braced frames, 149–153 bracing, 150 buckling and, 121–130, 196–198 compression members (columns), 121–130, 148–153 cross-sectional shapes, 122–125 design thickness, 126 effective length and, 146–155 frames, 146–155 Guide to Stability Design Criteria, 150 load–deflection curves, 197–198 local (buckling), 121–130 nodal bracing, 150 plastic moment and, 196–198 reduction factor, 124–125 relative bracing, 150 sidesway and, 149–155 stiffened and unstiffened elements, 122–125 stiffness reduction factor, 151–152 unbraced frames, 146–149 width-to-thickness ratio, 122–123 Staggered fasteners, 57–64. See also Fasteners Standard Building Code, 7 Standard deviation, 31 Steel, 8–16 American Society for Testing and Materials (ASTM), 11–12 cross-sectional shapes of, 12–16 cold-formed shapes, 116 ductile, 9–10 elastic range, 10 engineering strain, 9 engineering stress, 9 grades (designation) of, 11–12 high-alloy, 11 Hooke’s law, 9 hot-rolled shapes, 12–16 low-alloy, 11 mild, 9 modulus of elasticity, 10 offset method (0.2%), 11 plain carbon, 11 plastic range, 9 stress–strain diagrams, 8–11 structural, 8–12 tensile test for, 8–10 ultimate tensile strength, 10 yield plateau, 9 yield point, 10 yield strength, 11–12 yield stress, 11 Young’s modulus, 10 Steel Construction Manual, 23, 25, 34–36, 559–561 Stiffened cross-sectional elements, 122–125, 198 Stiffeners, 536–558, 667–669, 678–695 AISC specification requirements for, 537–541 bearing, 668–669, 680–695 column reinforcement, 536–558 diagonal, 550–555, 556–558 eccentric connections (flanges), 536–558 intermediate, 668, 678–680 plate girders, 667–669, 678–695 shear strength and, 678–695 strength of, 539–540 tension-field action, 667–668 welds to columns, 548–549, 554–555 Stiffener-to-column welds, 548–549 flanges, 548–549, 555 webs, 554–555 Stiffness reduction factor, 151–153 Stitching (stitch bolts), 75–76 Strain, 8–9 Strain hardening, 9 Strands, flexible cables, 78–79 Strength, 10–12, 21–29, 42–50, 188–189, 199–224, 230–233, 276–280, 305–307, 539–541, 645–653, 667–669, 672–695 allowable (working) stress design, 21–22, 189, 219–220 allowable strength design (ASD), 21, 23, 26–29, 189, 218, 540–541 beam–columns, analysis for, 305–307 beams, 188–189, 199–224, 230–233, 276–280 bearing stiffeners, 668–669, 680–695 bending, 199–216, 276–280 columns, 539–541, 645–653 compact beam shapes, 199–211 composite columns, 645–653 flexural, 188–189, 205–211, 672–675 compression flange, 672–673 intermediate stiffeners, 668, 678–680 load and resistance factor design (LRFD), 22, 23, 24–26, 188–189, 218, 540 moment equations and, 188–189, 193–216, 276–280750 Index Strength (continued) moment–strength design charts, 230–233 nominal, 43 noncompact beam shapes, 211–216 offset method (0.2%), 11 plate girders, 667–669, 672–695 required, 26, 305–307 safety factor for, 26–29 shear, 216–224, 675–680 stiffeners for reinforcement, 539–541, 667–669, 678–695 stress–strain curve for, 10–11 structural design and, 21–29 tensile, 42–50 tension flange yielding, 672 ultimate tensile, 10 various beam shapes, 276–280 yield, 11–12 Strength design, 23 Stress, 8–11, 41, 44–50, 77, 190–196, 595–603 allowable, 44–46 applied, 44–46 area, 77 beams, 190–196, 595–603 bearing, 381–382 bending, 190–196 composite beams, 595–603 concentrations at holes, 46–50 elastic, 595–600 elastic limit, 9–10 engineering, 9 flexural strength and, 600–603 plastic stress distribution, 600 structural steel, 8–11 tension members, 41, 44–50, 77 Whitney equivalent stress distribution, 600–602 yield, 11 Stress–strain diagrams, 8–11 Structural design, 2–19, 20–39 allowable strength design (ASD), 21, 23, 26–29 allowable (working) stress design, 21–22 American Institute of Steel Construction (AISC), 23–24 beam–columns, 5 beams, 5 building codes, 7 collapse mechanism, 22 columns, 5 computations, 36–37 concepts in, 20–39 cross-sectional shapes, 12–16 design strength, 24 frames, 4–5 importance of, 3–5 introduction to, 2–19 limit state, 22 limit states design, 23 load and resistance factor design (LRFD), 22, 23, 24–26 load combinations, 24–26 load factor, 22, 24–26 loads, 4–6 plastic design, 22 precision, 36–37 probability theory, 30–34 requirements, 35 resistance factor, 24–26 safety factor, 26–29 specifications, 7–8, 23–24, 34–36 Steel Construction Manual, 23, 25, 34–36 steel, 8–12 strength design, 23 trusses, 4 Structural Journal of the American Society of Civil Engineers, 23 Structural steel, see Steel Structural tee (split-tee) shape, 14 Structural Welding Code, 444, 453 Struts, 109 Stub column, 115 Studs, 593–594, 610–613, 625–626 composite construction, 593–594, 610–613, 625–626 partially composite beams and, 594 plate girder connections, 593–594, 610–613, 625–626 shear strength of, 625–626 steel headed anchors, 593–594, 610–613 Submerged arc welding (SAW), 441–442 T Tangent modulus theory, 114–115 Tee shapes, 14, 278–279 Tensile loads, see Tension Tensile strength, 42–50 effective net area, 43 ASD equations for, 43–44 LRFD equations for, 43 nominal strength, 43 stress concentrations at holes, 46–50 yielding and, 42–46 Tensile test, 8–10 Tension, 89, 381, 416–440, 491–496, 511–518 bolt connections, 416–428, 491–496 connection failure from, 381 eccentric connections, 491–496, 511–518 fasteners, 428–440 pin-connected members, 89 prying force, 420–428Index 751 shear combined with, 428–440, 491–496, 511–518 welded connections, 511–518 Tension-field action, 667–668 Tension flange yielding, 672 Tension members, 40–107 block shear, 64–67 bolt connections, 57–64, 67–76 cables, 76–79 cross-sectional area of, 41–42 design of, 67–76 effective area, 50–57 gusset plates for, 41–42, 65–66 pin-connected, 88–89 roof trusses, 79–88 slenderness, 67–68 staggered fasteners, 57–64 stitching (stitch bolts), 75–76 stress in, 41, 44–50, 77 tables for design of, 73–75 tensile strength, 42–50 threaded rods, 76–79 Theory of Elastic Stability, 156, 203 Threaded rods, 76–79 Torsional buckling, 155–159 Transformed area, 596 Transformed section, 595–596 Translation, member moments, 305–306 Tributary areas, 239–241 Trusses, 4, 79–88, 248–251, 300, 358–363 beam–columns, 300, 358–363 open-web steel joists, 248–251 roof design, 79–88 structural design and, 4 tension members, 79–88 top-chord loads, 358–363 Turn-of-the-nut method, bolt installation, 395 Twist-off bolts, 394 U Ultimate strength analysis, 483–491, 502–505 bolt connections, 483–491 welded connections, 502–505 Ultimate tensile strength, 10 Unbraced frames, 146–149, 153–155, 310–311, 327–338, 354–358 artificial joint restraint (AJR), 329 beam–column members, 310–311, 327–338, 354–358 buckling analysis, 327–328 compression members, 146–149, 153–155 design of, 327–338, 354–358 drift index, 354 effective length, 146–149, 153–155 moment amplification, 310–311, 327–329 rotational stiffness, 146–149 sidesway of, 146–149, 327–329 Uniform Building Code, 7 Uniqueness theorem, 721 Unshored composite construction, shored versus, 604–606 Unstiffened cross-sectional elements, 122–125, 198 Upper-bound (kinematic) theorem, 721, 724–725 V Variance, 31 Vertical compression, 5 W Weak-axis bending strength, 268–270 Web local buckling (WLB), 197 Webs, 13–14, 198–199, 252–253, 536–558, 569–570 AISC specification requirements for, 537–541 beam-to-plate welds, 569–570 column reinforcement, 536–558 compression buckling of, 537–539 compressive force and, 252–253 crippling, 253, 538 cross-sectional shapes and, 13–14 doubler plates, 539, 542, 549–550, 555 eccentric connections, 536–558 end-plate connections, 569–570 panel zone, 539, 541–542 shear in, 539, 541–542 stiffener-to-column welds, 548–549, 554–555 width-to-thickness ratio, 198–199 yielding, 252–253, 537–538 Welded connections, 378–380, 441–461, 496–518, 548–549, 554–555, 538–570, 666, 669–670. See also Welding axially loaded members, 505–511 balancing the welds, 506–511 beam-to-plate welds, 568–570 combined shear and tension, 511–518 eccentric, 496–518 elastic analysis, 496–502 end-plate connections, 568–570 flanges, 548–549, 555, 568–569 framed beams, 511–513 plate girders, 378, 666, 669–670 welding connections, 378, 666, 669–670 processes for, 441–461 seated beams, 511–513 shear and, 496–511 shear flow, 669–670 simple connections, 379–380 stiffener-to-column, 548–549, 554–555 ultimate strength analysis, 502–505 use of, 378–380 webs, 554–555, 569–570752 Index Welding, 378, 441–461. See also Fillet welds American Welding Society (ASW), 444, 453 base metal, 441 end returns, 454 filler metal, 441 fillet, 442–452 groove, 442–443 length requirements, 453–454 prepared edges, 442 shielded metal arc (SMAW), 441–442 size requirements, 453 slag, 441 Structural Welding Code, 444, 453 submerged arc (SAW), 441–442 symbols, 456–457 Whitney equivalent stress distribution, 600–602 Wide-flange shape (W-shape), 13 Width-to-thickness ratio, 122–123, 198–199 beams, 198–199 compression members (columns), 122–123 Wind loads, 6 Wire rope, 78–79 Working lines, roof truss members, 84 Working point, roof truss joints, 84 Working stress design, 21–22 X x-bracing, 299–300, 351 Y Yield-line theory, 559, 570–572 Yield plateau, 9 Yield point, 10 Yield strength, 11–12 Yield stress, 11 Yielding, 42–46, 192–193, 672 deformation from, 42–46 bending moment and, 192–193 tension flange in plate girders, 672 Young’s modulus, 10
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