The Steel Workshop S16-2009: What's New? - CISC-ICCA

More documents

Recommendations

Info

Position of the load with respect to the shear centreFor unbraced beam segments loaded above the shear centrebetween brace points, where the method of load deliveryto the member provides neither lateral nor rotational restraint tothe member, the associated destabilizing effect shall betaken into account using a rational method.For loads applied at the level of the top flange, in lieu of a moreaccurate analysis, M u may be determined using 2 = 1.0 andusing an effective length, for pinned-ended beams, equal to1.2L and, for all other cases, 1.4L.S16 -2009What’s New?
13.6 (e) Flexure of monosymmetric sectionsPrevious editions referred user to a rational method such as theone given in the SSRC’s “Guide to Stability Design Criteria forMetal Structures”.This edition gives users methods to determine resistances.Sections covered:TeesI sections with unequal flanges (crane girders)Any section with a single axis of symmetryS16 -2009What’s New?
Page 4 and 5: 1: Scope and application• Scope:
Page 6: 1: Scope and application• Inspect
Page 9 and 10: 4: Structural documents• Drawings
Page 12 and 13: 5: Material - Standards and identif
Page 14 and 15: 6: Design requirementsSeveral new r
Page 16 and 17: 6: Design requirementsWind loads:On
Page 18 and 19: 13.6 Bending - Laterally unsupporte
Page 22 and 23: 13.6 (e) Flexure of monosymmetric s
Page 24 and 25: 13.6 (e) Flexure of monosymmetric s
Page 26 and 27: 13.4 Shear13.4.1.1 Elastic analysis
Page 28 and 29: 13.2 Tension & 13.11 Block ShearUlt
Page 30 and 31: 13.11 Block shearBlock shearApplies
Page 32 and 33: 13.11 Block shear 10Block shearConn
Page 34 and 35: 13.3 Axial compressionCompression M
Page 36 and 37: 13.3 Axial compressionModified dete
Page 38 and 39: 13.3.3 Single-angle members in comp
Page 40 and 41: 13.3.3.2 Individual members and pla
Page 42 and 43: 13.3.3.3 Box and space trussesTo de
Page 44 and 45: 13.3.3.4 Other membersWhen1 - Angle
Page 46 and 47: 13.3.5 Members in compression subje
Page 48 and 49: 25 Column bases and anchor rodsNew
Page 50 and 51: 15 TrussesAnalysis MethodsSplices1
Page 52 and 53: 16 Open-web steel joists16.5.3 Veri
Page 54 and 55: 16 Open-web steel joists16.5.16 Wel
Page 56 and 57: 17 Composite beams, trusses, and jo
Page 64 and 65: 18 Composite columns 2018.3 Partial
Page 66 and 67: 20 Plate wallsGeneralClauses have b
Page 68 and 69: 20 Plate walls20.5 Limits on column
Page 70 and 71:
20 Plate walls20.7 & 20.8 Lateral s
Page 72 and 73:
20 Plate wallsType D (ductile) plat
Page 74 and 75:
20 Plate walls27.9.2.3 Perforated i
Page 76 and 77:
20 Plate walls27.9.3 BeamsClass 1 a
Page 78 and 79:
20 Plate walls27.9.7 Protected zone
Page 80 and 81:
13.12 Bolts and local connection re
Page 82 and 83:
13.12 Bolts and local connection re
Page 84 and 85:
13.14 Welds and high-strength bolts
Page 86 and 87:
21.8.1. Fillers in bolted connectio
Page 88 and 89:
22.2.2 Use of pretensioned high-str
Page 90 and 91:
Annex L Design to prevent brittle f
Page 92 and 93:
Page 94 and 95:
Page 96 and 97:
Page 98 and 99:
Annex K Structural design for fire
Page 100 and 101:
Page 102 and 103:
Page 104 and 105:
Page 106 and 107:
Page 108 and 109:
Page 110 and 111:
Page 112 and 113:
Page 114 and 115:
Page 116 and 117:
Page 118 and 119:
Clause 27 Seismic designClause 27
Page 120 and 121:
Clause 27 Seismic design27.1.2 Capa
Page 122 and 123:
Clause 27 Seismic design27.1.7 Prob
Page 124 and 125:
Clause 27 Seismic design27.1.9 Prot
Page 126 and 127:
Clause 27 Seismic design 4027.2.8 P
Page 128 and 129:
Clause 27 Seismic design27.6 Type L
Page 130 and 131:
Clause 27 Seismic design27.7 Type D
Page 132 and 133:
Clause 27 Seismic designBuckling re
Page 134 and 135:
Clause 27 Seismic design27.8.3 (BRB
Page 136 and 137:
Clause 27 Seismic design27.8.4 (BRB
Page 138 and 139:
Clause 27 Seismic design27.11 Conve
Page 140 and 141:
Clause 27 Seismic design27.11 Conve
Page 142 and 143:
AcknowledgementsMany thanks go toMi
show all

The Steel Workshop S16-2009: What's New? - CISC-ICCA

Create successful ePaper yourself

Delete template?

Save as template?