CORRIGENDA TO STEEL CONNECTIONS SERIES 1 AND 2 Version 2

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ASI Head Oice Level 3, 99 Mount Street North Sydney NSW 060 Tel: 0 993 6666 Email: enquiries@steel.org.

1 ASI Head Oice Level 3, 99 Mount Street North Sydney NSW 060 Tel: enquiries@steel.org.au (ABN)/ACN (94) Author: T J HOGAN Date: February 0 Page o 9 CORRIGENDA TO STEEL CONNECTIONS SERIES AND Version This Corrigenda lists all known typographical errors and clariications to the Australian Steel Institute publications on connections issued in 007 (Series ) and 009 (Series ) as at 3 December 0. Publications in Connections Series Part are: Handbook : Design o Structural Steel Connections Design Guide : Bolting in Structural Steel Connections Design Guide : Welding in Structural Steel Connections Design Guide 3: Web Side Plate Connections Design Guide 4: Flexible End Plate Connections Design Guide 5: Angle Cleat Connections Design Guide 6: Seated Connections Design Capacity Tables or Structural Steel Volume 3: Simple Connections Open Sections Publications in Connections Series Part are: Design Guide 0: Bolted Moment End Plate Beam Splice Connections Design Guide : Welded Beam to Column Moment Connections Design Guide : Bolted Moment End Plate to Column Moment Connections Design Guide 3: Splice Connections Design Capacity Tables or Structural Steel Volume 4: Rigid Connections Open Sections Design Guide 7 was issued separately in 0 Design Guide 7: Pinned Base Place Connections or Columns. It is intended to issue updated versions o this Corrigenda in the light o comments received. Each publication has a comment orm in an Appendix and users o the publications are encouraged to submit comments using this orm. DISCLAIMER: The Australian Steel Institute Limited shall not be liable or responsible in any way whatsoever and expressly disclaims any liability or responsibility or any loss or damage, claim, proceedings costs or expenses howsoever incurred by any person whether the client or any third party and whether accruing under statute or in negligence, contract or otherwise at common law, including but without in any way limited to any loss or damage, claim proceedings costs or expenses incurred as a result o or in connection with the reliance whether whole or partial by any person as aoresaid upon any part o the contents o this advice.

2 CORRIGENDA TO STEEL CONNECTIONS SERIES AND Version Page o 9 HANDBOOK Page 35 EQN has an incorrect + in the second bracket. The correct equation is: Z b 3 e / s g spg n p 3 e / s pg s g spg Page 78 Delete Table 8 and substitute new Table 8. 4 TABLE 8 GAUGE LINES FOR ANGLES 4 Page 85 Nominal leg length s g s g s g3 Bolt (max.) Nominal leg length s g4 Bolt (max.) 00 65(75) 70(75) 00 M * M (55)* 60(55)* 75* M M (6) M (38) M (3) M6 *NOTE: ANGLE CLEAT CONNECTIONS IN 55 30(8) M6 DESIGN GUIDE 5 USE 50 30(5) M6 s g = 55 s g3 = () M s g = 70 s g4 = (0) M NOTES: The gauges given are suitable or general use in member detailing. When angles are used as components in connections, gauge lines may be varied rom the values given above in order to suit a particular connection, as noted or angle cleat connection. The bolt diameters listed are the maximum that can be accommodated on the thickest angles o each leg length, using either: (a) high strength structural bolts with washers to AS/NZS 5; or (b) commercial bolts to AS/NZS with large series washers to AS 37 (now superseded). For thinner legs and commercial bolts with normal series washers, it may be possible to accommodate a larger bolt diameter. 3 Current detailing practice places the gauge on the centre o the angle leg. The values listed in ( ) indicate gauge lines used in detailing sotware and 3D modelling sotware on this basis to allow or simpliied data iut and averting potential problems o orientation. In Figure 50, the ormula or A gv or the tension orce case should read as ollows: A gv = l v t i

3 CORRIGENDA TO STEEL CONNECTIONS SERIES AND Version Page 3 o 9 HANDBOOK (contd) Page 89 Second line, ater (Figure 53) add new text: ignoring illet areas on each side o the equation which cancel each other In equation or S x or holed section add extra term to give y t bp w S x holed section = b t d y bp t / d y bp t w / b n d t y t / 0.49r d 0.446r h h bp Page 9 Amend values or Msx in Table 3A as ollows: Designation 60UB UB UB UB UB UB UB UB M sx knm 97* 89* 78* Page 9 Amend the NOTE to TABLE 3C to read two 6 mm diameter holes in two places in lieu o 4 mm diameter holes. Add the ollowing additional entries to TABLE 3C: 60UB UB UB UB * 89* * 89* Amend the title o TABLE 3C to read WELDED BEAMS/UNIVERSAL BEAMS.

4 CORRIGENDA TO STEEL CONNECTIONS SERIES AND Version Page 4 o 9 DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL VOLUME 3: SIMPLE CONNECTIONS OPEN SECTIONS First printing only: Page 3 FIGURES 8 AND 9 Change text on beam member rom supporting member B to supported member B. DESIGN GUIDE Page 8 For Category 8.8/TB, the ar right part o the chart should read Threads excluded rom shear plane rather than Threads included in shear plane. DESIGN GUIDE Page 5 Maximum size o illet along edges Delete entire existing text and substitute the ollowing new text: Clause o AS 400 (Re. ) limits the size o a illet weld along a plate edge to: (a) For a plate less than 6 mm in thickness, the thickness o the plate; (b) For a plate 6 mm or more in thickness, mm less than the thickness o the plate. This is summarised in Figure 5. Hence, the maximum illet weld size or various plate thicknesses when the illet weld is laid along the plate edge are as ollows: 5 mm plate 5 mm illet weld 6 mm plate 5 mm illet weld 8 mm plate 6 mm illet weld 0 mm plate 8 mm illet weld mm plate 0 mm illet weld Page 6 In Figure 3(b) Bearing Pad, the illet weld symbol shown should be Page 7 FIGURE 5 FILLET WELD SIZE IN LAPPED PLATES Amend Figure 5 to read as shown: or t < 6 mm = (t -) or t > 6 mm FIGURE 5 FILLET WELD SIZE IN LAPPED PLATES Page 3 In item (c), Section 4.6 should read Section 6.4.

5 CORRIGENDA TO STEEL CONNECTIONS SERIES AND Version Page 5 o 9 DESIGN GUIDE 3 Page 9 The expression or Z b has an incorrect + in the second bracket. The correct equation is: Z b 3 e / s g spg n p 3 e / s g s pg spg Page 44 In three locations, there appears the advice (Also see Table 9 o DG4) which should read: (Also see Table 9 o Handbook ). The expression or Z, ten lines rom the bottom should read: Z t i d i / 6 DESIGN GUIDE 4 Page 6 The deinition or yi should read: yi = yield stress o end plate component DESIGN GUIDE 5 Page 6 Page 7 The expression or M si should read: M si 0.9 yit id i = 0.5 yit id i 4 The expression or Z eh should read: l Z bp eh = e n p s p DESIGN GUIDE 6 Page 8 Page 6 The last line should read: Design capacity o connection: V des = [55; 476; 695; 095] min = 695 kn V* = 00 kn The expression or V should read: V L v s 6e Ls w w COMPLIES

6 CORRIGENDA TO STEEL CONNECTIONS SERIES AND Version Page 6 o 9 DESIGN GUIDE 7 Page 44 In Table 0, the correct artwork or (A) Yield line pattern or a should be as ollows (b ci deleted): Page 5 Pge 65 Under Design requirements, second inequality should read N ct N tb to ensure ductile behaviour Under DESIGN CHECK NO. 0, insert the ollowing additional text: N ct = minimum [37; 36] Kn = 37 kn < N tb = 3 kn [CLOSE ENOUGH TO ACCEPT] ALTERNATIVELY, increase N c and N ct by using plate on end o bolt rather than a nut. DESIGN CAPACITY TABLES FOR STRUCTURAL STEEL VOLUME 4: RIGID CONNECTIONS OPEN SECTIONS Pages 5 to 57 inclusive Page 57 Notes, line 6 change all to read: Minimum design shear orce (V*) is the maximum o 0.5V v (0.5 design shear capacity) and 40 kn. Table 7, right hand detail is missing stieners. Corrected diagram is as ollows:

7 CORRIGENDA TO STEEL CONNECTIONS SERIES AND Version Page 7 o 9 DESIGN GUIDE 0 Pages, 3 Under Full penetration butt weld, add ater SP weld category only the ollowing text: only, provided the end plate is at least Grade 50 or Grade 300 beam sections, and at least Grade 350 or Grade 350 beam sections. Page 3 Revise expressions or V wc and V wt to read: V wt = v w L wt or incomplete penetration butt weld = v w L wt or illet welds on both sides o web V wc = v w L wc or incomplete penetration butt weld = v w L wc or illet welds on both sides o web Page 7 For clarity as to intent, alter Design Requirement to M pt minimum [.(M bt );.(M s )] Page 36 DESIGN CHECK NO. 6 Amend NOTE to read: NOTE: M pt need only exceed. (M s ) =. 304 = 337 knm. A 5 mm thick plate has a M pt = 335 knm so could be used. Pages 43 to 49 inclusive Page 49 Notes, line 6 change all to read: Minimum design shear orce (V*) is the maximum o 0.5V v (0.5 design shear capacity) and 40 kn Table, right hand detail is missing stieners. Corrected diagram is as ollows: Page 5 For consistency with the change to page 7, change the last line to read: becomes M pt minimum [M bt ; M s ] DESIGN GUIDE 3 Page 0 Under the existing text add the ollowing text at the bottom o the page: NOTE: The values o M*, V* and N* used in EQNS 3. to 3.6 should be the maximum values over the length o the splice.

8 CORRIGENDA TO STEEL CONNECTIONS SERIES AND Version Page 8 o 9 DESIGN GUIDE Page 9 Figure 9(c) is incorrect. Amended Figure 9(c) is as ollows: FIGURE 9 STIFFENER DETAILING Pages 9, 0 Page 0 Under Full penetration butt weld, add ater SP weld category only the ollowing text: only, and provided beam and column are the same grade. Revise expressions or V wc and V wt to read: V wc = v w L wc / cos or incomplete penetration butt weld = v w L wc / cos or illet welds on both sides o web V wt = v w L wt / cos or incomplete penetration butt weld = v w L wt / cos or illet welds on both sides o web Page 4 Page 45 Figure 37, arrow rom text Compression lange should be to bottom lange, not top lange as drawn. Under (i), delete the words and welded continuously to web. Under A st = area o stieners = b s t s add the ollowing text: Where compression stieners are welded over their ull length, L e may be taken as zero. The stieners may then be designed as a cruciorm section as in DESIGN CHECK NO. 6 or as a stiener pair in accordance with this DESIGN CHECK.

9 CORRIGENDA TO STEEL CONNECTIONS SERIES AND Version Page 9 o 9 DESIGN GUIDE Pages 8, 9 Under Full penetration butt weld, add ater SP weld category only the ollowing text: only, provided the end plate is at least Grade 50 or Grade 300 beam sections, and at least Grade 350 or Grade 350 beam sections. Page 9 Design requirements should read: Design requirements V wc * V v V wt N wt Revise expressions or V wc and V wt to read: V wc = v w L wc or incomplete penetration butt weld = v w L wc or illet welds on both sides o web V wt = v w L wt or incomplete penetration butt weld = v w L wt or illet welds on both sides o web Page 34 Page 4 For clarity as to intent, alter Design Requirement to M pt minimum [.(M bt );. (M s )] For clarity as to intent, alter Design Requirement to M ct minimum [.(M bt );. (M s )] Page 4 Figure 35, expressions or Y c, irst set o brackets, s g should be a h in our places, so that expressions read: Continuing column: d0 d3 Y c 0.5bc... rest unchanged ah ah sg Terminating column: d0 d3 Y c 0.5bc... rest unchanged ah ah s g Page 5 Page 6 Page 68 Page 9 For clarity as to intent, alter Design Requirement to M ctd minimum [.(M bt );.(M s )] For clarity as to intent, alter Design Requirement to M cts minimum [.(M bt );.(M s )] Under (i), delete the words and welded continuously to web. Under A st = area o stieners = b s t s add the ollowing text: Where compression stieners are welded over their ull length, L e may be taken as zero. The stieners may then be designed as a cruciorm section as in DESIGN CHECK NO. 3 or as a stiener pair in accordance with this DESIGN CHECK. For consistency with the change to page 34, change the ourth last line to read: NO. 6 M pt minimum [M bt ; M s ]

Two basic types of single

Two basic types of single Designing with Single Plate Connections M. Thomas Ferrell M. Thomas Ferrell is president of Ferrell Engineering, Inc., of Birmingham, AL. He is a member of the AISC Committee on Manuals and Textbooks,