NAVIGATING THE NEW AISC STEEL CONSTRUCTION MANUAL

Structures Congress 2017NAVIGATING THE NEWAISCSTEEL CONSTRUCTIONMANUALPresented by Cynthia J. Duncan, AISC1Committee on ManualsStructures Congress 2017MissionUpdate and maintain AISC manuals and accompanyingdesign examples in response to revisions in AISCstandards and inquiries from within the Committee and thesteel construction industryRoster28 Members (fabricators, connection designers, detailers,educators, consulting engineers)5 Emeritus Members21

Steel Solutions CenterStructures Congress 2017solutions@aisc.orgor866.ASK.AISC (866.275.2472)3Table of ContentsStructures Congress 2017Part 1. Dimensions and PropertiesPart 2. General Design ConsiderationsPart 3. Design of Flexural MembersPart 4. Design of Compression MembersPart 5. Design of Tension MembersPart 6. Design of Members Subject to Combined Forces42

Table of Contents (continued)Structures Congress 2017Part 7. Design Considerations for BoltsPart 8. Design Considerations for WeldsPart 9. Design of Connecting ElementsPart 10. Design of Simple Shear ConnectionsPart 11. Design of Partially Restrained Moment ConnectionsPart 12. Design of Fully Restrained Moment ConnectionsPart 13. Design of Bracing Connections and Truss ConnectionsPart 14. Design of Beam Bearing Plates, Column Base Plates, AnchorRods and Column SplicesPart 15. Design of Hanger Connections, Bracket Plates, and Crane-RailConnections5Table of Contents (continued)Structures Congress 2017Part 16. Standards 2016 AISC Specification for Structural Steel Buildings 2014 RCSC Specification for Structural Joints UsingHigh-Strength Bolts 2016 AISC Code of Standard Practice for Steel Buildings& BridgesPart 17. Misc. Data and Mathematical Information63

Part 1. Dimensions and PropertiesStructures Congress 2017 New shapes:W-shapes (& corresponding WT-shapes)HP-shapeAnglesHSSPipe7Part 1. Dimensions and 10x1L10x10x7/8L10x10x3/4Structures Congress 36x802W36x723W21x275W21x248W21x223W14x873W14x808& corresponding WT-shapes84

Part 1. Dimensions and PropertiesHSS24x12x3/4, 5/8, 1/2HSS20x12x3/4HSS16x12x3/4Structures Congress 2017HSS22x22x7/8, 3/4HSS20x20x7/8, 3/4, 5/8, 1/2HSS18x18x7/8, 3/4, 5/8, 1/2HSS16x16x7/8, 3/4HSS14x14x7/8, 3/4HSS16x16x7/8, 3/4HSS14x14x7/8, 3/4HSS12x12x3/4HSS10x10x3/4Pipe 26, 24, 20, 18, 16, 14 (std and x-strong)& Pipe 12, 10 (xx-strong)9Part 1. Dimensions and PropertiesStructures Congress 2017 New shapes Updated fillet radiikdet, k1, T affected105

Part 1. Dimensions and PropertiesStructures Congress 2017 New shapes Updated fillet radiikdet, k1, T affected Larger separation for new double angles(2L12 and 2L10)11Part 1. Dimensions and PropertiesStructures Congress 2017126

Part 1. Dimensions and PropertiesNew shapesUpdated fillet radiiLarger separation for double angles (2L12 and 2L10)Check material availability: See www.aisc.orgV15.0 DatabaseStructures Congress 2017 13Part 2. General Design ConsiderationsStructures Congress 2017 Table 2-4: Applicable ASTM Specifications for VariousStructural Shapes Table 2-5: Applicable ASTM Specifications for Plate Table 2-7: Summary of Surface Preparation Stds147

Part 2. General Design ConsiderationsStructures Congress 201715Part 2. General Design ConsiderationsStructures Congress 2017168

Part 2. General Design ConsiderationsTTable 2-7Summary of Surface Preparation StandardsTitleSSPC-SP14/NACE No. 8*Industrial BlastCleaningBetween SP 7 (brush-off) and SP 6(commercial); the intent is to remove asmuch coating as possible; tightly adheringcontaminants can remain .SSPC-SP 15CommercialGrade PowerTool CleaningBetween SP 3 AND SP 11; completeremoval of all visible oil, grease, dirt, rust,coating, mill scale, .SSPC-SP 16Brush-Off BlastCleaning ofCoated andUncoated Galv.Steel, StainlessSteel, and NonFerous MetalsStructures Congress 2017SSPCStandard No.DescriptionRequirements for removing loosecontaminants and coating from coated anduncoated galvanized steel, stainless steels,and non-ferrous metals; cleaned surface isfree of all visible oil, grease, dirt, dust, metaloxides (corrosion products), and otherforeign matter; requires a min. 19micrometer(0.75 mil) profile on bare metal substrate.17Part 3. Design of Flexural MembersStructures Congress 2017 Incorporates new W-shapes in all existing tables (50 ksi)189

Part 3. Design of Flexural MembersStructures Congress 2017 Incorporates new W-shapes in all existing tables Footnote for noncompact or slender sections:“ tabulated values have been adjusted accordingly”(also in Part 4 tables)19Part 3. Design of Flexural MembersStructures Congress 2017 Incorporates new W-shapes in all existing tables Footnote for noncompact or slender sections:“ tabulated values have been adjusted accordingly” Table 3-19, Composite beam table footnote:“ Ductility (slip capacity) of shear connection at thebeam/concrete interface may control minimum Qnvalue per AISC Spec. Sect. I3.2d.”2010

Part 3. Design of Flexural MembersStructures Congress 2017 Incorporates new W-shapes in all existing tables Footnote for noncompact or slender sections:“ tabulated values have been adjusted accordingly” Table 3-19, Composite beam table footnote:“ Ductility (slip capacity) of shear connection at thebeam/concrete interface may control minimum Qn valueper AISC Spec. Sect. I3.2d.” Tables 3-16 and 3-17, Available Shear Stress, plate girders21Structures Congress 20172211

Part 4. Design of Compression MembersStructures Congress 2017 Eliminated K factor in tables/discussionLc Clarifies Cw 0 is used in WT column tables Chapter E revisions reflected in tables- Slender members- Double angles use more general Fcry equation Removed Tables 4-13 to 4-20: Composite Columns W-shape column tables: added 65 and 70 ksi for some23Part 4. Design of Compression Members W-shape column tables: added 65 and 70 ksi for someStructures Congress 20172412

Part 6. Design of Members Subject toCombined Forces New Tables 6-1a & 6-1b: Limiting Width-to-Thickness RatiosStructures Congress 201725Part 6. Design of Members Subject toCombined ForcesStructures Congress 2017 New Tables 6-1a & 6-1b: Limiting Width-to-Thickness Ratios New Table 6-2: Available Strength for Members Subject toAxial, Shear, Flexural and Combined Forces, W-Shapes2613

The Super TableStructures Congress 201727Example—Table 6-2Structures Congress 2017Given: W14x99, ASTM A992, pinned ends (K 1.0),Lcx Lcy Lb 14 ftCheck shape for combined loading using LRFD, withrequired strengths as follows:LRFDPu 400 kipsMux 250 kip-ftMuy 80.0 kip-ft2814

Example— Table 6-2Solution:Structures Congress 2017 c Pn 1130 kips bMnx 642 kip-ft29Example—Table 6-2Solution:Structures Congress 2017 bMny 311 kip-ft3015

Example—Table 6-2Solution:BecauseStructures Congress 2017Pu400 kips Pc1130 kips 0.354Pu 0.2, use Spec. Eq. H1-1a:PcPr 8 Mrx Mry 1.0Pc 9 Mcx Mcy 400 kips 8 250 kip-ft 80.0 kip-ft 0.928 1.0 o.k.1130 kips 9 642 kip-ft 311 kip-ft 31Part 6. Design of Members Subject to Combined ForcesStructures Congress 2017 New Tables 6-1a & 6-1b: Limiting Width-to-Thickness Ratios New Table 6-2: Available Strength for Members Subject toAxial, Shear, Flexural and Combined Forces, W-Shapes Tables 6-3, 6-4 and 6-5: Cross-Section Strength Equations& Properties for Encased W-Shapes, Filled RectangularHSS, Filled Round HSSL.F. Geschwindner, Engineering Journal, 2010M. Denavit et al., Engineering Journal, 20153216

Structures Congress 201733Part 7. Design Considerations for Bolts Figure 7-10. Permitted coatings for structural fastenersStructures Congress 20173417

Part 7. Design Considerations for BoltsStructures Congress 2017 Figure 7-10. Permitted coatings for structural fasteners Tables 7-1, 7-2 and 7-3 incorporate the Group C (200ksi) bolts35Part 7. Design Considerations for Bolts Figure 7-10. Permitted coatings for structural fasteners Tables 7-1, 7-2 and 7-3 includes the Group C (200 ksi) boltsStructures Congress 2017 Tables 7-14 includes tension-control bolts3618

Part 8. Design Considerations for WeldsPStructures Congress 2017ECCENTRICALLY LOADED WELD GROUPSEccentricity in the Plane of the Faying SurfaceVN1) Instantaneous Center of Rotation Method2) Elastic Method3) Plastic Method - new37Part 8. Design Considerations for WeldsPlastic Method:VlwNfa lw4Mfb 2lwfv Structures Congress 2017ECCENTRICALLY LOADED WELD GROUPSEccentricity in the Plane of the Faying Surface(8-12)(8-13)(8-14)fw fv2 fa fb 2(8-15)3819

Part 9. Design of Connecting Elements Connecting elements subject to combined loading2fe fx2 fx fy fy2 3fxy Fy2016:Mr Pr Vr 1.0Mc Pc Vc 2Structures Congress 20172010:(9-1)4(9-1)See Dowswell, 2015; Neal, 1961; Astaneh, 199839Part 9. Design of Connecting ElementsStructures Congress 2017 Connecting elements subject to combined loading Connecting element rupture strength at weldsFillet weld on one side of element, FEXX 70 ksitmin 2 D 0.60FEXX 2 16 0.6Fu3.09D(9- 2) FuFillet weld on both sides of element, FEXX 70 ksitmin 6.19DFu(9-3)4020

Part 9. Design of Connecting ElementsStructures Congress 2017 Connecting elements subject to combined loading Coped beam strength No limits on cope length or cope depth Post-yield strength explicitly accounted for41Part 9. Design of Connecting ElementsWhen pMn M pwhere(9-6)When p 2 p Mn M p (M p M y ) 1 p When 2 pMn Fcr SnetStructures Congress 2017 Coped beam strength—top flange only hotw p 0.475(9-7)k1EFyk1 fk 1.61Fcr 0.903Ek1 2(9-8)4221

Part 9. Design of Connecting Elements Coped beam strength—top & bottom flangeWhen cb ct : ct L dCb 3 ln b 1 ctd d When ct cb :Structures Congress 2017Use Spec. Section F11 1.84 (9-15)ct cb2 c L dCb b 3 ln b 1 ctd d ct 1.84 (9-16)Dowswell& Whyte, Engineering Journal, No. 1, 201443Part 9. Design of Connecting ElementsConnecting elements subject to combined loadingConnecting element rupture strength at weldsCoped beam strengthOther Spec. requirements and design considerations- Prying action- Plate elements subjected to out-of-plane bendingStructures Congress 2017 4422

Part 9. Design of Connecting Elements14th Ed: max 45 15th Ed: max 60 - Prying actionTypical bolt locationStructures Congress 2017Prying forces in teeEdge boltRefs: Thornton, 1992; Swanson, 2002;45Part 9. Design of Connecting Elements- Prying actiontmin 1 4Tu b pFu 1 ASD(9-19a)tmin 4Ta b pFu 1 Structures Congress 2017LRFD(9-19b)d p 1.0 if 1 or lesser of 1 and1 if 1 1 1 Bc 1 Tr b a Bc available tension per bolt based ontension only or combined tension & shear rupture 4623

Part 9. Design of Connecting Elements- Plateelements subjected to out-of-plane loadsTransverse loadIn-plane momentStructures Congress 2017Also see Spec. Section J10.10.Out-of-plane momentYield-Line Analysis Models47Part 10. Design of Simple Shear Connections14th Edition ManualBolt and Angle Limit States:Structures Congress 2017Minimum of: Total bolt shear on bolt group Total slip resistance for slipcritical bolts on bolt group Bolt bearing on the angles Bolt tearout on the angles Shear yielding of the angles Shear rupture of the angles Block shear rupture of theangles4824

Part 10. Design of Simple Shear Connections15th Ed. ManualStructures Congress 2017Bolt and Angle Limit States:Minimum of: (Effective strengths ofindividual bolts)whereEffective strength MIN: bolt shear, slipresistance for slipcritical bolts, boltbearing, bolt tearout Shear yielding -- angles Shear rupture -- angles Block shear rupture -- angles49Part 10. Design of Simple Shear Connections14th Edition ManualStructures Congress 2017Beam Web Limit States (kip/in.): Bolt bearing on the web Bolt tearout on the web Shear yielding of the web Shear rupture of the web Block shear rupture of the web5025

14th Ed.15TH Ed.Structures Congress 201751Part 10. Design of Simple Shear ConnectionsThornton and Fortney, Engineering Journal, 2011, 2016Structures Congress 2017 Table 10-1 revised Extended single-plate connections: Removed stabilizerplate provision5226