Revision and Errata List AISC Steel Construction Manual, 13 th Edition, Third Printing (Revision 2 June 2010)

Transcription

1 Revision and Errata List AISC Steel Construction Manual, 13 th Edition, Third Printing (Revision 2 June 2010) The following list represents corrections that have been made in the Fourth Printing of the 13 th Edition of the Steel Construction Manual Page(s) Item 1-29 In Table 1-2, the r ts values have been corrected. The complete table is provided in the attached pages. 1-41, 43, 45, 47 In Table 1-7, the section modulus, S, about Axis Z-Z values have been corrected. The complete table is provided in the attached pages In Table 1-23, the mill straightness tolerance for camber should be changed to 1 (total length,ft) in In the last sentence of the last paragraph, Section J11 should be replaced with Section J , 81, 82 In Table 3-7, the values for a 7 ft span have been corrected. The complete table is provided in the attached pages. 7-9 The second sentence in the third paragraph should read, Thus, the required strength per bolt is r u or r a, where 7-13 Under the heading, Through-Bolting to HSS, the following should be deleted, The available strength due to pull-out from tension in one fastener, is determined as R n or R n /, with where R n =0.85d w tf u = 0.50 = 3.00 d w = diameter of part in contact with the inner surface of the HSS, in. F u = ultimate strength of the HSS, ksi In the first paragraph under the heading, Screwing to HSS, the sentence starting on the seventh line should read, Edge distances and spacing of screws should not be less than 3 times the screw diameter, d Under the heading, Connection shear per screw, the equations for t/t 1 1 should be replaced with the following: 4.2td 3 1/2 F u 2.7tdF 1 u1 2.7tdF u 1

2 Delete = 0.75 and = 2.00 from the header of Tables 7-7 through In Table 7-16, the C 2 value for s-in.-diameter bolts should be changed to n At the bottom of the page, the definition of I p should read, I p = polar moment of inertia of the weld group, in. 4 per in. (I p = I x + I y ). Refer to 9-12 Near the bottom of the page, the first definition for Q should read, Q = 1 if < 0, which means that the fitting has sufficient strength to develop the full bolt available tensile strength The first two lines should read, develop the full bolt available tensile strength, but insufficient strength to prevent prying action The equations in the calculation box at the bottom of the page should be changed to LRFD ASD R 2 R N R R 2 R NR n 3 4 n The second paragraph under the heading, Table All-Bolted Unstiffened Seated Connections should read Tabulated seat available strengths consider the limit states of shear yielding and flexural yielding of the outstanding angle leg. The required bearing length, N req, is determined as the larger value of N required for the limit states of local yielding and crippling of the beam web. As noted in AISC Specification Section J10.2, N req must not be less than k des. A nominal beam setback of 2 in. is assumed in these tables. However, this setback is increased to w in. for calculation purposes in determining the tabulated values to account for the possibility of underrun in beam length The second paragraph under the heading, Table All-Welded Unstiffened Seated Connections should read Tabulated seat available strengths consider the limit states of shear yielding and flexural yielding of the outstanding angle leg. The required bearing length, N req, is determined as the larger value of N required for the limit states of local yielding and crippling of the beam web. As noted in AISC Specification Section J10.2, N req must not be less than k des. A nominal beam setback of 2 in. is assumed in these tables. However, this setback is increased to w in. for calculation purposes in determining the tabulated values to account for the possibility of underrun in beam length The first sentence should be changed to, where a is defined as the distance from the support to the centroid of the bolt group At the end of the second paragraph, add the following: Holes in the angle leg to the supporting member should be standard holes. Holes in the angle leg to the supported member can be standard holes or horizontal short slots. 2

3 Replace Figure with the following: Figure Eccentricity in angles In Table 10-11, under the column heading, Bolt and Angle Strength, kips, insert A325 N In Table (continued), under the column heading, Bolt and Angle Strength, kips, insert A325 N In the first sentence, Figure 12-11c should be replaced with Figure 12-6c Under the heading, Design Assumptions, assumption number two should read, The specified minimum yield stress of the end-plate material must be 50 ksi or less In the first sentence, P n / should be changed to P p / c The following note should be added to Table 14-3 (cont.), CASE VIII B: User to verify weld accessibility of channel to lower column shaft, or consider the use of a bolted-bolted connection The following note should be added to Table 14-3 (cont.), CASE VIII D: User to verify weld accessibility of channel to lower column shaft, or consider the use of a bolted-bolted connection Table 15-1a has been corrected. The complete table is provided in the attached pages Table 15-1b has been corrected. The complete table is provided in the attached pages Table 15-8 has been corrected. The complete table is provided in the attached pages In Section F3, the last sentence in the user note should read, All other ASTM A6 W, S and M shapes In Section I2.1a(2), last line, replace (6 mm 2 per mm) with (0.229 mm 2 per mm) In Table A-4.2.1, the heading for the fourth column should be k u F um F u In five equations in Table C-C2.1, P u should be replaced with P r. 3

4 The first part of Equation C-F4-2 should be changed to hp Fy E pw M F p y 0.09 M h y c E In Figure C-F10.1, the label for the horizontal axis should be changed to M y M. e In Table C-F10.1, for an angle size of 9 x 4 (229 x 102), w should be changed to 6.54 (166) Equation C-I3-3 should be changed to I I Q C I I Equation C-J3-7a should be changed to F F 1.3F nv ft F F nv nv nv nt Equation C-J3-7b should be changed to F nv F 1.3F f F F nv nv t nv nt Equation C-J3-8a should be changed to equiv s n f tr s 1 fv Fnt Fnt F Equation C-J3-8b should be changed to nv 2 1 f v Fnt Fnt F nv 2 4

5 AISC_PART 1(1-69) 7/1/08 1:27 PM Page 29 DIMENSIONS AND PROPERTIES 1 29 Table 1 2 (continued) M Shapes Properties M SHAPES Nominal Wt. lb/ft Compact Section Criteria bf 2tf h tw Torsional Axis X-X Axis Y-Y Properties r ts h o J J C I S r Z I S r Z Sxh o w in. 4 in. 3 in. in. 3 in. 4 in. 3 in. in. 3 in. in. in. 4 in

6 AISC_PART 1(1-69) 7/1/08 1:27 PM Page 41 DIMENSIONS AND PROPERTIES 1 41 Table 1 7 (continued) Angles Properties L8-L6 Axis Y-Y Axis Z-Z Q s Shape I S r x Z in. 4 in. 3 in. in. in. 3 in. in. 4 in. 3 in. x p I S r Tan F y = 36 ksi L / / / / / / L / / / / / / L / / / / / / L7 4 3 / / / / / L / / / / / / / / Note: For compactness criteria, refer to the end of Table 1 7.

7 AISC_PART 1(1-69) 7/22/08 1:35 PM Page 43 DIMENSIONS AND PROPERTIES 1 43 Table 1 7 (continued) Angles Properties L6-L4 Axis Y-Y Axis Z-Z Q s Shape I S r x Z in. 4 in. 3 in. in. in. 3 in. in. 4 in. 3 in. x p I S r Tan F y = 36 ksi L6 4 7 / / / / / / / / L6 3 1 /2 1 / / / L5 5 7 / / / / / / / L5 3 1 /2 3 / / / / / / L5 3 1 / / / / / L4 4 3 / / / / / / / Note: For compactness criteria, refer to the end of Table 1 7.

8 AISC_PART 1(1-69) 7/1/08 1:27 PM Page 45 DIMENSIONS AND PROPERTIES 1 45 Table 1 7 (continued) Angles Properties L4-L3 Axis Y-Y Axis Z-Z Q s Shape I S r x Z in. 4 in. 3 in. in. in. 3 in. in. 4 in. 3 in. x p I S r Tan F y = 36 ksi L4 3 1 /2 1 / / / / L4 3 5 / / / / / L3 1 /2 3 1 /2 1 / / / / / L3 1 /2 3 1 / / / / / L3 1 /2 2 1 /2 1 / / / / L3 3 1 / / / / / / L3 2 1 /2 1 / / / / / / Note: For compactness criteria, refer to the end of Table 1 7.

9 AISC_PART 1(1-69) 7/1/08 1:27 PM Page 47 DIMENSIONS AND PROPERTIES 1 47 Table 1 7 (continued) Angles Properties L3-L2 Axis Y-Y Axis Z-Z Q s Shape I S r x Z in. 4 in. 3 in. in. in. 3 in. in. 4 in. 3 in. Compactness Criteria for Angles t Compression Flexure non-slender up to compact up to non-compact up to Width of angle leg, in. 1 1 / /8 3 /4 5 /8 9 / / / / / / /2 6 3 / /2 4 1 /8 1 1 /2 1 1 /2 3 x p I S r Tan F y = 36 ksi L3 2 1 / / / / / L2 1 /2 2 1 /2 1 / / / / / L2 1 /2 2 3 / / / / L2 1 /2 1 1 /2 1 / / L2 2 3 / / / / / Note: Compactness criteria given for F y = 36 ksi. C v = 1.0 for all angles.

10 AISC_Part 3_pps /1/08 1:32 PM Page DESIGN OF FLEXURAL MEMBERS S15 S10 Table 3 7 (continued) Maximum Total Uniform Load, kips S Shapes F y = 36 ksi Span, ft Shape S15 S12 S Design ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD W c /Ω b φ b W c, kip-ft M p /Ω b φ b M p, kip-ft M r /Ω b φ b M r, kip-ft BF BF, kips V n /Ω v φ v V n, kips Z x, in. 3 L p,ft L r,ft ASD Ω b = 1.67 Ω v = 1.50 LRFD φ b = 0.90 φ v = 1.00 Beam Properties Note: Beams must be laterally supported if Table 3 7 is used. Available strength tabulated above heavy line is limited by available shear strength.

11 AISC_Part 3_pps /1/08 1:32 PM Page 81 MAXIMUM TOTAL UNIFORM LOAD TABLES 3 81 F y = 36 ksi Table 3 7 (continued) Maximum Total Uniform Load, kips S Shapes S10 S5 Span, ft Shape S10 S8 S6 S Design ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD W c /Ω b φ b W c, kip-ft M p /Ω b φ b M p, kip-ft M r /Ω b φ b M r, kip-ft BF BF, kips V n /Ω v φ v V n, kips Z x, in. 3 L p,ft L r,ft ASD Ω b = 1.67 Ω v = 1.50 LRFD φ b = 0.90 φ v = 1.00 Beam Properties Note: Beams must be laterally supported if Table 3 7 is used. Available strength tabulated above heavy line is limited by available shear strength.

12 AISC_Part 3_pps /1/08 1:32 PM Page DESIGN OF FLEXURAL MEMBERS S4 S3 Table 3 7 (continued) Maximum Total Uniform Load, kips S Shapes F y = 50 ksi Shape Design 9.5 ASD LRFD S4 S ASD LRFD ASD LRFD 5.7 ASD LRFD Span, ft W c /Ω b M p /Ω b M r /Ω b BF V n /Ω v ASD Ω b = 1.67 Ω v = 1.50 Z x, in. 3 L p,ft L r,ft φ b W c, kip-ft φ b M p, kip-ft φ b M r, kip-ft BF, kips φ v V n, kips LRFD φ b = 0.90 φ v = 1.00 Beam Properties Note: Beams must be laterally supported if Table 3 7 is used. Available strength tabulated above heavy line is limited by available shear strength.

13 AISC_PART 15_pps /22/08 2:16 PM Page DESIGN OF HANGER CONNECTIONS, BRACKET PLATES, AND F u = 58 ksi Table 15 1a Preliminary Hanger Connection Selection Table Available tensile strength, kips per linear in., limited by bending of the flange t, in. b, in / / / 4 2 ASD LRFD ASD LRFD ASD LRFD ASD LRFD ASD LRFD 5 / / / / / / / / / / / / / / / / / / / 4 5 / / / / / / / / / / / / / / /

14 AISC_PART 15_pps /1/08 2:59 PM Page 11 DESIGN TABLES F u = 65 ksi Table 15 1b Preliminary Hanger Connection Selection Table Available tensile strength, kips per linear in., limited by bending of the flange t, in / 4 ASD LRFD ASD LRFD 1 1 / / 4 ASD LRFD ASD LRFD 5 / / / / / / / / / / / / / / / / / / / 4 5 / / / / / / / / / / / / / / / b, in. ASD 2 LRFD

15 AISC_PART 15_pps /22/08 2:21 PM Page 19 DESIGN TABLES Table 15 8 Dimensions and Weights of Clevis and Cotter Pins c Pin Diameter d, in. Head Diameter h, in. Pins with Heads Weight of One, pounds Length c, in. Cotter Diameter p, in. Weight per 100, pounds 1 1 /4 1 1 / l 2 1 / /2 1 3 / l 2 1 /2 1 / / l 2 3 /4 1 / / l 3 3 / /4 2 5 / l 3 1 /4 3 / /2 2 7 / l 3 3 /4 3 / /4 3 1 / l 4 3 / / l 5 1 / /4 3 3 / l 5 1 / / l 6 1 / /4 4 1 / l 6 1 /2 33.8