[04465] - Steel Design for the Civil PE and Structural SE Exams 2nd - Frederick S. Roland

I-2 STEEL DESIGN FOR THE CIVIL PE AND STRUCTURAL SE EXAMS Eq. F9-6, 5-34 Eq. J3-2, 9-19 Table J2.2, 10-7 Eq. F9-7, 5-34 Eq. J3-3a, 9-19 Table J2.3, 10-7 Eq. F9-8, 5-34 Eq. J3-3b, 9-19 Table J2.4, 10-5 (fig) Eq. F9-9, 5-34 Eq. J4-5, 9-6 Table J2.5, 10-7 Eq. F9-10, 5-34 Eq. J7-1, 4-20 Table J3.3, 9-5 Eq. F9-11, 5-34 Eq. J10-1, 6-4 Table J3.4, 9-5 Eq. F13-1, 5-38, 11-5 Eq. J10-2, 6-5 Table J3.5, 9-5 Eq. F13-2, 5-40, 11-5 Eq. J10-3, 6-5 Table K1.1 through Eq. F13-3, 5-40, 11-6 Eq. J10-4, 6-5 Eq. F13-4, 5-40, 11-6 Eq. J10-5a, 6-6 Table K4.1, 10-18 Eq. G2-1, 5-41, 11-9 Eq. J10-5b, 6-6 Allowable Eq. G2-3, 5-41, 11-9 Eq. K1-7, 10-19 Eq. G2-4, 11-9 Eq. K1-8, 10-19 strength, 3-3 Eq. G2-5, 11-9 Eq. K1-9, 10-19 strength, beam, 5-11 Eq. G2-6, 11-10 Eq. K1-10, 10-20 strength design (ASD), 1-3, Eq. G3-1, 11-10 Eq. K1-11, 10-20 Eq. G3-2, 11-10 Sec. B3.13, 4-4 3-1 Eq. G3-3, 11-11 Sec. B4, 7-15 strength design, load Eq. G3-4, 11-11 Sec. B4.3b, 4-8 Eq. G6-1, 5-45 Sec. D1, 4-3 combinations, 2-2 Eq. G6-2a, 5-45 Sec. D4, 10-6 strength design, tension Eq. G6-2b, 5-45 Sec. D5.2, 4-21 Eq. H1-1a, 8-4 Sec. E3, 7-20 member, 4-15 Eq. H1-1b, 8-4 Sec. E5, 7-11, 7-20, 7-21 stress design, 1-3, 3-1 Eq. H1-2, 8-5 Sec. E6.2, 10-6 Alloy steel, quenched and Eq. H2-1, 8-24 Sec. E7, 7-15 Eq. H3-1, 8-24 Sec. F5, 11-5, 11-6 tempered, 1-2 Eq. H3-2a, 8-24 Sec. F5.2, 11-7 American Eq. H3-2b, 8-24 Sec. F5.3, 11-8 Eq. H3-3, 8-25 Sec. F13, 5-38, 11-5 Institute of Steel Eq. H3-4, 8-25 Sec. F13.1, 5-38 Construction (AISC), 1-2, Eq. H3-5, 8-25 Sec. F13.2, 11-5 3-1 Eq. H3-6, 8-27 Sec. F13.3, 5-40 Eq. I2-1, 12-5 Sec. G2.1, 11-10 Society for Testing and Eq. I2-2, 12-6 Sec. G3.1, 11-9 Materials (see also Eq. I2-3, 12-6 Sec. H1, 8-24, 8-27 ASTM), 1-2 Eq. I2-4, 12-6 Sec. H1.1, 8-5 Eq. I2-5, 12-6 Sec. H1.2, 8-5, 8-9 standard beam, 1-1, 1-4 (tbl) Eq. I2-6, 12-6 Sec. H3.1, 8-25 Welding Society (AWS), 10-4 Eq. I2-7, 12-6 Sec. I4, 12-30 Analysis Eq. I2-8, 12-7 Sec. J1, 10-3 method, direct, 7-3 Eq. I2-9a, 12-9 Sec. J2, 10-3, 10-4 vector, 9-16 Eq. I2-9b, 12-9 Sec. J3.2, 9-5 Anchor Eq. I2-9c, 12-9 Sec. J3.7, 9-19 steel, 12-12 Eq. I2-9d, 12-9 Sec. J3.9, 9-19 rod, 7-23 Eq. I2-9e, 12-9 Sec. J10, 6-3 Angle (L shape), 1-5 (tbl) Eq. I2-10, 12-10 Sec. J10.2, 6-9 double, as beam, 5-33 Eq. I2-11, 12-10 Sec. J10.8, 6-18, 6-19 single, as compression Eq. I2-12, 12-10 Table B4.1a, 6-18, 7-7 Eq. I2-13, 12-10 Table B4.1b, 5-5, 5-15 (ftn), member, 7-20 Eq. I2-14, 12-10 unequal leg, 7-20 Eq. J2-2, 10-6 5-25, 5-26 (tbl), 5-30, 11-5 Arc Eq. J2-3, 10-6 Table D3.1, 4-11 welding, flux core (FCAW), Table J2.1, 10-7 10-6 welding, gas metal (GMAW), 10-6 welding, submerged (SAW), 10-6 Area chain of holes, 4-8, 4-9 (fig) effective, fillet weld, 10-5 effective net, 4-2, 4-11 tension member, 4-4 PPI • www.ppi2pass.com

INDEX I-3 ASCE 7, 2-1, 3-2 end, local web yielding, 6-8 Bolted connection, 9-1 load combinations, 2-1 end, web crippling, 6-8 Bond interaction, direct, 12-12 Sec. 2.3.2, 2-3 flexural requirements, 5-9 Box Sec. 2.4.1, 2-2 H-, 1-3 Sec. 4.7, 2-5 (tbl) HSS and box members, 5-25 member, as beam, 5-25 Sec. 4.10, 2-4 I-shaped (I-beam), 1-1, 1-3, member, shear capacity, story drift, 5-7 Table 4.1, 2-2 1-4 (tbl) 5-43 Table 12.12-1, 5-7 I-shaped, concentrated load, member, welded connection, Table C3-1, 2-2 6-4 (fig) 10-16 ASD (see Allowable strength I-shaped, proportioning truss, 7-21 design) Bracket limit, 5-40 connection, 9-15 ASTM (American Society for limit state, 5-4 connection, shear and Testing and Materials), local buckling, 5-5 1-2 serviceability, 5-6 tension, 9-20 shear, 5-41 welded, eccentric shear, 10-14 A307, 9-3 steel, design, 5-1 Buckling A325, 9-3 T-, 1-4 (tbl) compression flange local, A490, 9-3 W shape, 1-2 F1852, 9-3 weak-axis bending, 5-22 11-6, 11-8 Available wide-flange, 1-2 elastic torsional, 5-10 critical stress, 7-8 (fig) Bearing inelastic torsional, 5-10 flexural strength, adjusted, connection, 9-4 lateral-torsional, 5-7, 11-5, connection, shear and 5-9 11-6 strength, weld group, 10-15 tension, 9-16 local, beam, 5-5 AWS (American Welding constant, beam end, 6-7 member without slender direct, 12-12 Society), 10-4 pile, 1-4 (tbl) elements, 7-11 Axial plate, beam, 6-12, 6-14 (fig) modification factor, 5-7 requirements, beam end, 6-7 modification factor, lateral- force and flexure, 8-4, 8-24 stiffener design, 11-33 force and flexure, composite strength, concrete, 7-24 torsional, combined stress, Bending 8-5 member, 12-30 and compression, 8-14 out-of-plane, 8-5 member, composite, 12-5 and tension, 8-9 sidewall local, resistance strength, resistance factor, beam coefficient, 5-8 factor, 10-15 elastic, 5-19 sidewall local, safety factor, 12-30 factor, 5-15 10-15 strength, safety factor, 12-30 flange local, 6-4 stress, elastic critical, 7-7 inelastic, 5-15 Building Code Requirements B plane, critical, base plate, for Masonry Structures (see ACI 530) Base plate 7-25 (tbl) for Structural Concrete column, 7-23 plastic, 5-11 (see ACI 318) critical bending plane, weak-axis, beam, 5-22 7-25 (tbl) Block shear rupture, 9-5, C Basis, design, 3-3 9-5 (fig) C shape, 1-5 (tbl) Beam, 5-4 Bolt Cantilever, value of Cb, 5-8 Capacity, moment, and allowable strength, 5-11 designation, 9-3 American standard, 1-4 (tbl) high-strength, 9-3 unbraced length, 5-10 (fig) bearing plate, 6-12, hole, 9-4 Carbon steel, 1-2 sizes, 9-3 Cast iron, 1-1 6-14 (fig) snug-tight, 9-3 Center of rotation, bending coefficient, 5-8 twist-off tension-control, 9-3 classification, 5-5 types, 9-3 instantaneous, 9-15 composite steel, 12-17, unfinished, 9-3 Chain of holes, net area, 4-8, 12-17 (fig) 4-9 (fig) deflection, 5-6 Channel, 1-5 (tbl) design strength, 5-10 Check formula, unity, 8-4 end bearing constant, 6-8 Code, Structural Welding, 10-4 end bearing requirements, 6-7 PPI • www.ppi2pass.com

I-4 STEEL DESIGN FOR THE CIVIL PE AND STRUCTURAL SE EXAMS Coefficient of linear expansion, column, encased, safety Compressive strength 1-3 factor, 12-6, 12-7 encased composite column, 12-6 Column column, encased, tensile filled composite column, base plate, 7-23 strength, 12-7 12-8 design, 7-1 member with slender encased composite, 12-5, column, filled, 12-7, elements, 7-15 12-5 (fig) 12-8 (fig) member without slender encased composite, elements, 7-5 compressive strength, column, filled, compressive 12-6 strength, 12-8 Concentrated load, flanges and encased composite, webs, 6-1, 6-4 (fig) reinforcement, 12-5 column, filled, resistance encased composite, factor, 12-10 Concrete resistance factor, 12-6, 12-7 bearing strength, 7-24 encased composite, safety column, filled, safety factor, load bearing distribution, factor, 12-6, 12-7 12-10 6-12, 6-13 (fig) encased composite, tensile modulus of elasticity, 12-7 strength, 12-7 column, filled, tensile slab, effective width, 12-18, filled composite, 12-7, strength, 12-10 12-18 (fig) 12-8 (fig) filled composite, flexural member, 12-17 Connection compressive strength, 12-8 member, axial force and bearing, 9-4 filled composite, resistance bearing, shear and tension, factor, 12-10 flexure, 12-30 9-16 filled composite, safety member, design method, 12-4 bolted, 9-1 factor, 12-10 member, resistance factor, bracket, 9-15 filled composite, tensile bracket, shear and tension, strength, 12-10 12-30 9-20 member, safety factor, 12-30 lap splice, 9-5 Combination, load, 2-1, 2-2 slab, design procedure, pin, dimensional Combined stress requirements, 4-21 (fig) 12-20 pretensioned, 9-3 and torsion, 8-24, 8-27 slab, plastic neutral axis, shear, 12-12 doubly symmetrical slip-critical, 9-3, 9-4 12-18, 12-19 (fig) snug-tight, 9-3 member, 8-4, 8-5 steel beam, 12-17, welded, HSS and box member, 8-1 members, 10-18 singly symmetrical 12-17 (fig) welded, local yielding, 10-19 steel member, 12-1 welded, punching, 10-19 member, 8-4 steel member, direct bearing, welded, shear yielding, Compact, 5-5 10-19 12-12 welded, sidewall strength, flange, 5-5 steel member, direct bond 10-19 web, 5-5 Compactness criteria, square and interaction, 12-12 Continuity plate, 6-3 steel member, force transfer Core arc welding, flux rectangular HSS, 5-26 (tbl) Compatibility-strain method, mechanism, 12-11 (FCAW), 10-6 steel member, load transfer, Cover plate, 5-40 12-4 Crane Composite 12-11 steel member, shear deflection due to, 5-7 action, partial, 12-26 load, 2-4 (tbl) axial member, 12-5 connection, 12-12 Crippling column, encased, 12-5, steel member, steel anchor, sidewall local, resistance 12-5 (fig) 12-12 factor, 10-15 column, encased, system, material limitation, sidewall local, safety factor, compressive strength, 12-4 10-15 12-6 Compression column, encased, reinforcement, 12-5 and bending, 8-14 column, encased, resistance and flexure, 8-4 factor, 12-6, 12-7 and single axis flexure, 8-5 flange local buckling, 11-6, 11-8 flange yielding, 11-6 member, 7-1 member, single angle, 7-20 resistance factor, 7-4 safety factor, 7-4 PPI • www.ppi2pass.com

INDEX I-5 web, 6-5, 6-5 (fig) Effective Failure web, beam end, 6-8 area, fillet weld, 10-5 mode, 3-1 Critical length, 7-3 tension, 9-5 (fig) bending plane, base plate, length, compression member, 7-4 FCAW (flux core arc welding), 7-25 (tbl) length factor, 7-5 (tbl), 10-6 buckling stress, elastic, 7-7 7-6 (tbl) slip-, 9-3, 9-4 load factor, 3-4 Field action, tension-, 11-8 stress, 5-34 net area, 4-2, 4-11 Filled composite column, 12-7, stress, available, 7-8 (fig) net area, tension member, Cross-sectional monosymmetry 4-4 12-8 (fig) width, concrete slab, 12-18, compressive strength, 12-8 parameter, 5-9 12-18 (fig) resistance factor, 12-10 width, hole, 4-4 safety factor, 12-10 D tensile strength, 12-10 Elastic Fillet weld, 10-4 Deck, formed steel, 12-17, bending, 5-19 effective area, 10-5 12-17 (fig), 12-19 critical buckling stress, 7-7 equal or unequal legs, 10-7, method, 9-16 design procedure, 12-20 torsional buckling, 5-10 10-8 (fig) with shear studs, 12-19 intermittent, 10-5 Deflection Elasticity maximum and minimum beam, 5-6 modulus of, 1-2 calculation, 3-4 of concrete, modulus of, sizes, 10-4, 10-5 (fig) Design 12-7 passes needed, 10-4 (fig) basis, 3-3 shear modulus of, 1-2 resistance factor, 10-8 composite flexural member, safety factor, 10-8 Electrode strength, 10-7 12-17 E70, 10-7 Flange method, 1-3 strength coefficient, 10-15 compact, 5-5 method, composite member, hole, reduction Elongation calculation, 3-4 12-4 Encased composite column, requirements, 5-38 procedure, composite slab, local bending, 6-4 12-5, 12-5 (fig) local buckling, compression, 12-20 compressive strength, 12-7 strength, 3-3 reinforcement, 12-5 11-6, 11-8 strength, beam, 5-10 resistance factor, 12-6, 12-7 proportions, plate girder, Designation, bolt, 9-3 safety factor, 12-6, 12-7 Development of structural tensile strength, 12-7 11-5 End -to-web weld, 11-36 metal, 1-1 beam, bearing constant, 6-7 with concentrated load, 6-1, Direct beam, bearing requirements, 6-4 (fig) analysis method, 7-3 6-7 yielding, compression, 11-6 bearing, 12-12 beam, local web yielding, yielding, tension, 11-6, 11-8 bond interaction, 12-12 Flexural Distribution method, plastic 6-8 constant, 7-12 beam, web crippling, 6-8 member, composite, 12-17 stress, 12-4 condition coefficient, 7-5 requirements, beam, 5-9 Double condition, column, 7-5 strength, adjusted available, Equal leg fillet weld, 10-7, angle, beam, 5-33 5-9 shear plane, 9-3 (fig) 10-8 (fig) strength, plate girder, 11-6 Doubler plate, 6-3, 6-3 (fig) Expansion, coefficient of strength, resistance factor, requirements, 6-17 Doubly symmetrical member, linear, 1-3 12-30 strength, safety factor, 12-30 combined stress, 8-4, 8-5 F -torsional buckling, member E Factor without slender elements, effective load, 3-4 7-11 E70 electrode, 10-7 of safety, 3-2 zone, 5-10, 5-10 (fig) Eccentric shear, 9-15 Flexure and axial force, 8-4, 8-24 welded bracket, 10-14 Eccentrically loaded weld group, 10-15 PPI • www.ppi2pass.com

I-6 STEEL DESIGN FOR THE CIVIL PE AND STRUCTURAL SE EXAMS and axial force, composite chain of, net area, 4-8, Lateral-torsional buckling, member, 12-30 4-9 (fig) 5-7, 11-6 and compression, 8-4 effective width, 4-4 modification factor, 5-7, and tension, 8-5 flange, reduction 5-8 (tbl), 5-9 (tbl) single axis and compression, requirements, 5-38 modification factor, 8-5 reduction factor, 5-38 combined stress, 8-5 Flux core arc welding Hollow structural section Length (FCAW), 10-6 (HSS), 1-5 (tbl) effective, compression Force, vibration, 2-4 HP shape, 1-3, 1-4 (tbl) member, 7-4 Formed steel deck, 12-17, HSLA steel (see high-strength factor, effective, 7-5 (tbl), 7-6 (tbl) 12-17 (fig), 12-19 low-alloy steel) unbraced, and moment design procedure, 12-20 HSS member, 1-5 (tbl) capacity, 5-10 (fig) with shear studs, 12-19 Full plastic moment, 5-7 as beam, 5-25, 5-30 Limit combined stress, 8-24, 8-27 proportioning, I-beam, 5-40 G compactness criteria, proportioning, plate girder, 11-5 Gage, 4-9 5-26 (tbl) state, 3-3 line, 4-8 torsional strength, 8-24, 8-27 state, beam, 5-4 welded connection, 10-16 state, tension member, 4-3 Gas metal arc welding Hybrid girder, 11-3 (GMAW), 10-6 Limitation, material, composite I system, 12-4 Girder, 5-4 hybrid, 11-3 I-shaped beam (I-beam), 1-1, Limiting value, slenderness plate, 11-1, 11-5 (fig) 1-3, 1-4 (tbl) ratio, 7-8 (tbl) plate, flexural strength, 11-6 plate, proportioning limits, concentrated load, 6-4 (fig) Line, gage, 4-8 11-5 proportioning limit, 5-40 Linear expansion coefficient, plate, regular, 11-3 IBC (International Building plate, resistance factor, 11-9, 1-3 11-10 Code), 2-2 Load, 2-1 plate, safety factor, 11-9, deflection, 5-7 (tbl) 11-10 Table 1604.3, 5-7 and resistance factor design plate, shear strength, 11-8 Table 1607.1, 2-2 (LRFD), 1-3, 3-2 Impact Girt, 5-4 (fig) force, vertical, 2-4 (tbl) and resistance factor design, GMAW (gas metal arc load, 2-5 (tbl) tension member, 4-14 Inelastic welding), 10-6 bending, 5-15 bearing distribution on Groove weld, 10-4 torsional buckling, 5-10 concrete, 6-12, 6-13 (fig) Group In-plane stability, 8-5 Instantaneous center of bearing distribution on bolt, 9-3 masonry, 6-13, 6-14 (fig) weld, available strength rotation, 9-15 Interaction combination, 2-1, 2-2 of, 10-15 combination, ASD, 2-2 weld, eccentrically direct bond, 12-12 combination, LRFD, 2-3 formula, 8-4 concentrated, flanges and loaded, 10-15 Intermittent fillet weld, 10-5 Gyration, polar radius of, 7-12 International Building Code webs, 6-1, 6-4 (fig) crane, 2-4 (tbl) H (see IBC) factor, effective, 3-4 Iron impact, 2-5 (tbl) H moving, 2-4 -beam, 1-3 cast, 1-1 service, 3-4 -pile, 1-4 (tbl) wrought, 1-1 transfer, 12-11 types, 2-2 High-strength L Loaded, weld group, bolt, 9-3 low-alloy steel, 1-2 L shape, 1-5 (tbl) eccentrically, 10-15 Lag, shear, 4-11 Local Hole bolt, 9-4 factor, 4-11, 4-12 (tbl) bending, flange, 6-4 Lap splice connection, 9-6 buckling, beam, 5-5 buckling, compression flange, 11-5, 11-7 PPI • www.ppi2pass.com

INDEX I-7 buckling, sidewall, N girder, safety factor, resistance factor, 10-15 11-9, 11-10 National Steel Fabricators buckling, sidewall, safety Association, 1-2 girder, shear strength, 11-8 factor, 10-15 stiffener, 6-3, 6-3 (fig) Net area washer, 7-23 crippling, sidewall, chain of holes, 4-8, 4-9 (fig) Plug weld, 10-4 resistance factor, 10-15 effective, 4-2, 4-11 Polar radius of gyration, 7-12 tension member, 4-4 Pretensioned crippling, sidewall, safety bolt, 9-3 factor, 10-15 Noncompact, 5-5 connection, 9-3 Proportioning limit web yielding, beam end, 6-8 O I-shaped beam, 5-40 yielding, sidewall, resistance plate girder, 11-5 Out-of-plane buckling, 8-5 Punching, welded connection, factor, 10-15 Overhang, value of Cb, 5-8 yielding, sidewall, safety 10-19 P Pure tension member, 4-2 factor, 10-15 Purlin, 5-4 (fig) yielding, web, 6-5 P-delta effect, 7-3 yielding, welded connection, Partial composite action, 12-26 Q Passed needed, fillet weld, 10-19 Quenched and tempered alloy 10-4 (fig) steel, 1-2 M Pile, bearing (H-pile), 1-4 (tbl) Pin R M shape, 1-3, 1-4 (tbl) Manual of Steel Construction -connected tension member, Radius of gyration, polar, 7-12 4-20 Rafter, 5-4, 5-4 (fig) (see also AISC Manual), Rectangular HSS member 1-2 connection dimensional Manual stick welding, 10-6 requirements, 4-21 (fig) as beam, 5-25 Masonry, load bearing compactness criteria, distribution, 6-13, Pipe, 1-5 (tbl) 6-14 (fig) Pitch, 4-9 5-26 (tbl) Material limitation, composite Planar truss, 7-20 shear capacity, 5-43 system, 12-4 Plane, shear, single and double, Reduction MC shape, 1-5 (tbl) coefficient, tension member, Mechanism, force transfer, 9-3 (fig) 12-11 Plastic 4-4, 4-11 Metal factor, 7-15, 7-16 arc welding, gas (GMAW), bending, 5-11 factor, hole, 5-38 10-6 moment, full, 5-7 requirements, flange hole, development of structural, neutral axis, composite slab, 1-1 5-38 Minimum Design Loads for 12-18, 12-19 (fig) Regular plate girder, 11-3 Buildings and Other stress distribution method, Reinforcement, encased Structures (see ASCE 7) Mode of failure, 3-1 12-4 composite column, 12-5 Modification factor, lateral- Plate Required strength, 3-3 torsional buckling, Resistance factor combined stress, 8-5 base, critical bending plane, Modulus of elasticity, 1-2 7-25 (tbl) axial strength, 12-30 of concrete, 12-7 block shear rupture, 9-6 shear, 1-2 beam bearing, 6-12, composite member, 12-30 Moment 6-14 (fig) compression, 7-4 capacity and unbraced encased composite column, length, 5-10 (fig) column base, 7-23 full plastic, 5-7 continuity, 6-3 12-6, 12-7 Monosymmetry, parameter, cover, 5-40 filled composite column, cross-sectional, 5-9 doubler, 6-3, 6-3 (fig) Moving load, 2-4 doubler, requirements, 6-17 12-10 MT shape, 1-3, 1-4 (tbl) girder, 11-1, 11-5 (fig) fillet weld, 10-8 girder, flexural strength, flexural strength, 12-30 plate girder, 11-9, 11-10 11-6 girder, proportioning limits, 11-5 girder, regular, 11-3 girder, resistance factor, 11-9, 11-10 PPI • www.ppi2pass.com

I-8 STEEL DESIGN FOR THE CIVIL PE AND STRUCTURAL SE EXAMS sidewall local buckling, Serviceability Singly symmetrical member 10-15 beam, 5-6, 5-7 combined stress, 8-4 tension member, 4-3 value of Rm, 5-9 sidewall local crippling, 10-15 Shape, structural steel, 1-3, Slab 1-4 (tbl), 1-5 (tbl) composite, design sidewall local yielding, procedure, 12-20 10-15 Shear composite, plastic neutral and tension, bearing axis, 12-18, 12-19 (fig) tensile rupture, 4-15 connection, 9-16 concrete, effective width, tensile yielding, 4-14 and tension, bracket 12-18, 12-18 (fig) torsion, 8-24 connection, 9-20 Reverse curvature bending, beam, 5-41 Slender, 5-5 capacity, rectangular HSS element, buckling without, value of Rm, 5-9 and box members, 5-43 7-11 Rivet, 9-3 capacity, round HSS, 5-45 element, compressive Rod, anchor, 7-23 connection, 12-12 strength with, 7-15 Rotation, instantaneous center eccentric, 9-15 element, compressive eccentric, welded bracket, strength without, 7-7 of, 9-15 10-14 element, stiffened, 7-16 Round HSS member lag, 4-11 lag factor, 4-11, 4-12 (tbl) Slenderness ratio, 5-5, 7-4 as beam, 5-30 modulus of elasticity, 1-2 limiting value, 7-8 (tbl) shear capacity, 5-45 plane, single and double, tension member, 4-3 Rupture 9-3 (fig) block shear, 9-5, 9-5 (fig) rupture, block, 9-5, 9-5 (fig) Slip-critical connection, 9-3, strength, tensile, 4-2 strength, plate girder, 11-8 9-4 tensile, limit state, 4-3 stud, formed steel deck, 12-19 tensile, resistance factor, yielding, welded connection, Slot weld, 10-4 10-19 SMAW (shielded metal arc 4-15 tensile, safety factor, 4-16 Shielded metal arc welding welding), 10-6 (SMAW), 10-6 Snug-tight connection, 9-3 S Space truss, 7-21 Sidesway, 7-4 Spacing, intermittent fillet S shape (S-beam), 1-1, 1-3, Sidewall 1-4 (tbl) weld, 10-6 local buckling, resistance Specification for Structural Safety factor, 3-2 factor, 10-15 axial strength, 12-30 Joints, 9-4 block shear rupture, 9-6 local buckling, safety factor, Splice, lap, 9-6 composite member, 12-30 10-15 Square HSS member compression, 7-4 encased composite column, local crippling, resistance as beam, 5-25 12-6, 12-7 factor, 10-15 compactness criteria, filled composite column, 12-10 local crippling, safety factor, 5-26 (tbl) fillet weld, 10-8 10-15 ST shape, 1-3, 1-4 (tbl) flexural strength, 12-30 Stability, in-plane, 8-5 plate girder, 11-9, 11-10 local yielding, resistance Standard beam, American, 1-1, sidewall local buckling, factor, 10-15 10-15 1-4 (tbl) sidewall local crippling, local yielding, safety factor, Standardization of steel, 1-2 10-15 10-15 State sidewall local yielding, 10-15 strength, welded connection, limit, 3-3 tensile rupture, 4-16 10-19 limit, beam, 5-4 tensile yielding, 4-15 limit, tension member, 4-3 torsion, 8-24 Single Steel angle compression member, beam, composite, 12-17, SAW (submerged arc 7-20 welding), 10-6 axis flexure and 12-17 (fig) compression, 8-5 beam design, 5-1 Service load, 3-4 shear plane, 9-3 (fig) carbon, 1-2 column design, 7-1 deck, formed, 12-17, 12-17 (fig), 12-19 PPI • www.ppi2pass.com

INDEX I-9 member, composite, 12-1 Stress -field action, 11-4, 11-4 (fig), standardization, 1-2 available critical, 7-8 (fig) 11-9 structural, 1-1 combined, and torsion, 8-24, Steel Construction Manual (see 8-27 flange yielding, 11-6, 11-8 design, allowable, 1-3, 3-1 member, 4-1 also AISC Manual), 1-2 distribution method, plastic, member, limit state, 4-3 Stick welding, manual, 10-6 12-4 member, pin-connected, Stiffened elastic critical buckling, 7-7 member, combined, 8-1 4-20 element, 7-7 member, pure, 4-2 plate girder, 11-3, 11-5 (fig) Structural Torsion slender element, 7-16 metal, development, 1-1 and combined stress, 8-24, Stiffener shape, 1-3 bearing, 11-33 steel, 1-1 8-27 plate, 6-3, 6-3 (fig) tee, 1-4 (tbl) resistance factor, 8-24 requirements, 6-17 safety factor, 8-24 -to-web weld, 11-36 Structural Welding Code, 10-4 Torsional transverse, 11-10 Stud, shear, formed steel deck, buckling, elastic, 5-10 Story drift, 5-7 buckling, inelastic, 5-10 Strain-compatibility method, 12-19 buckling, member without Submerged arc welding 12-4 slender elements, 7-11 Strength (SAW), 10-6 -lateral buckling, 5-7, 11-6 -lateral buckling adjusted available flexural, T 5-9 modification factor, T-beam (tee), 1-4 (tbl) combined stress, 8-5 allowable, 3-3 Tee strength, HSS, 8-24, 8-27 allowable, beam, 5-11 Transfer available, weld group, 10-15 beam, 5-33 load, 12-11 axial, resistance factor, structural, 1-4 (tbl) mechanism, force, 12-11 value of Cb, 5-8 Transition point, slenderness 12-30 Tempered and quenched alloy ratio, 7-8 (tbl) axial, safety factor, 12-30 Transverse stiffener, 11-10 bearing, concrete, 7-24 steel, 1-2 Truss coefficient, electrode, 10-15 Tensile box, 7-21 compressive, filled planar, 7-20 rupture, limit state, 4-3 space, 7-21 composite column, 12-8 rupture, resistance factor, Twist-off tension-control bolt, critical, 5-34 9-3 design, 3-3 4-15 design, allowable (ASD), rupture, safety factor, 4-16 U rupture strength, 4-2 1-3, 3-1 strength, encased composite Unbraced length and moment design, beam, 5-10 capacity, 5-10 (fig) fillet weld, 10-7 column, 12-7 flexural, plate girder, 11-6 strength, filled composite Unequal leg flexural, resistance factor, angle, 7-20 column, 12-10 fillet weld, 10-7, 10-8 (fig) 12-30 yield strength, 4-2 flexural, safety factor, 12-30 yielding, limit state, 4-3 Unfinished bolt, 9-3 required, 3-3 yielding, resistance factor, Unity check formula, 8-4 shear, plate girder, 11-8 Unstiffened sidewall, welded connection, 4-14 yielding, safety factor, element, 7-7 10-19 plate girder, 11-3, 11-5 (fig) tensile, encased composite 4-15 Unsymmetrical members, Tension column, 12-7 combined stress, 8-24 tensile, filled composite and bending, 8-9 and flexure, 8-5 V column, 12-10 and shear, bearing tensile rupture, 4-2 Vector analysis method, 9-16 tensile yield, 4-2 connection, 9-16 Vertical impact force, 2-4 (tbl) weld, 10-6 and shear, bracket Vibration force, 2-4 connection, 9-20 -control bolt, 9-3 failure, 9-5 (fig) PPI • www.ppi2pass.com

I-10 STEEL DESIGN FOR THE CIVIL PE AND STRUCTURAL SE EXAMS W group, eccentrically loaded, Width, effective 10-15 concrete slab, 12-18, W shape, 1-2, 1-3, 1-4 (tbl) 12-18 (fig) Washer, plate, 7-23 plug, 10-4 hole, 4-4 Weak-axis bending, beam, slot, 10-4 stiffener to web, 11-36 Wrought iron, 1-1 5-22 strength, 10-6 WT shape, 1-3, 1-4 (tbl) Web strength, fillet, 10-7 types, 10-3 Y compact, 5-5 Welded crippling, 6-5, 6-5 (fig) bracket, eccentric shear, Yield crippling, beam end, 6-8 point, 1-2 local yielding, 6-5 10-14 strength, tensile, 4-2 proportions, plate girder, connection, 10-1 connection, HSS and box Yielding 11-5 compression flange, 11-6 -to-flange weld, 11-36 members, 10-18 local web, 6-8 -to-stiffener weld, 11-36 connection, local yielding, local, welded connection, with concentrated load, 6-1, 10-19 10-19 shear, welded connection, 6-4 (fig) connection, punching, 10-19 10-19 yielding, 6-5 (fig) connection, shear yielding, sidewall local, resistance yielding, local, 6-8 factor, 10-15 Weld 10-19 sidewall local, safety factor, economy, 10-4 connection, sidewall 10-15 fillet, 10-4 tensile, limit state, 4-3 fillet, effective area, 10-5 strength, 10-19 tensile, resistance factor, fillet, equal or unequal legs, Welding 4-14 tensile, safety factor, 4-15 10-7, 10-8 (fig) flux core arc (FCAW), 10-6 tension flange, 11-6, 11-8 fillet, intermittent, 10-5 gas metal arc (GMAW), web, 6-5 (fig) fillet, maximum and web local, 6-5 10-6 minimum sizes, 10-4, manual stick, 10-6 Z 10-5 (fig) Society, American (AWS), fillet, passes needed, Zone, flexural, 5-10, 5-10 (fig) 10-4 (fig) 10-4 fillet, resistance factor, 10-8 submerged arc (SAW), 10-6 fillet, safety factor, 10-8 Welding Code, Structural, 10-4 flange to web, 11-36 Wide-flange groove, 10-4 beam, 1-2 group, available strength, section, 1-4 (tbl) 10-15 PPI • www.ppi2pass.com