1、Revisions and Errata List AISC Steel Design Guide 4, 2ndEdition, 1stPrinting (Printed Copy) October 15, 2012 The following list represents corrections to the first printing (dated April 2004) of the second edition of AISC Design Guide 4, Extended End-Plate Moment Connections Seismic and Wind Applica
2、tions. Page(s) Item 9 In Item 7, change “yield stress” to “specified minimum yield stress, Fy,”. 10 In Equation 2.3, the f at the end of the equation should be deleted. 20 In the right column, in the list of variables defined following Equation 3.6, Fishould be changed to Ft. 22 Equation 3.21 should
3、 read: 2cf b yc cfcM FYt 22 In the right column, revise the first sentence to read: “Therefore, the maximum beam flange design force that can be delivered to the unstiffened beam flange is”. 22 Equation 3.24 should be changed to: 62ntcp ycwcR Ck t NFt 25 The equation for Ypshould be replaced with: 1
4、11 1 1 222pp01fifi fobYh h hpsps p g 26 For Case 1, the equation for Ypshould be replaced with: 10 1011 1 1 2()( )22ppfiefofi fobYh h hpshdpps p s g 26 For Case 2, the equation for Ypshould be replaced with: 10 1011 11 22ppfifofi fobYh h hpshspps sp g 27 For Case 1, the equation for Ypshould be repl
5、aced with: 1234212 3 411112223 34444ppefofibbbbefo fi bbYh h h hdp pspppphd h p h p h s p gg 27 For Case 2, the equation for Ypshould be replaced with: 12 3 4212 3 411 11223 34444ppfo fibbbbfo fi bbYhh h hsp p spppphs h p h p h s p gg 28 The equation for Ycfor unstiffened column flanges should be re
6、placed with: 210 1 0112 3244fccbcccgYhh hshsssg 28 The equation for Ycfor stiffened column flanges should be replaced with: 10 1011 11 22fccsisosi sobYh h hsphspsp sp g 29 The equation for Ycfor unstiffened column flanges should be replaced with: 141 234112222422 2fccbbbbYhhsscpcpc ghp s h h hsg 29
7、The equation for Ycfor stiffened column flanges should be replaced with: 12 3 4212 3 411 11223 34444fccso sibbbbso si bbYhh h hsp p spppphs h p h p h s p gg 33 In the left column, under the heading “12. Check Compression Bolts Bearing/Tearout”, item i should read: i) End Plate 40 kips ( ) ( ) (3.18)
8、22uninionoioVRnRnRnnBearing Strength: 2.4 2.4(1.25)(1.25)(65)244 kips/boltbp udt F Tearout: 1,25518216()( )1()(1)0.969 in.c outer e holeLdd,1.21.2(0.969)(1.25)(65)=94.5 kips/boltn outer c outer p uRLtF ,5164.52 1 =3.21 in.c outer holeLcd ,1.21.2(3.21)(1.25)(65)=313 kips/boltn inner c outer p uRLtF 0
9、.752(94.5)+2(244)= 508 kips = 40 kips nuRVo.k.33 In the left column, under the heading “13. Design Welds”, item ii), “The required weld to develop the bending stress in the beam web near the tension bolts using E70 electrodes” should read: 0.9 0.9(50)(0.375)1.5 1.52(1.392) 2(1.392)4.04 sixteenthsUSE
10、 5/16 in. Fillet Weldsyb wbFtD 33 In the left column, under the heading “13. Design Welds”, item ii), the words “bending stress in the beam web” should be replaced with “yield stress of the beam web”. 34 In the left column, under the heading “16. Calculate Local Web Yielding Strength”, the equation
11、for N should read: 2(groove weld reinforcement leg size)50.522 in. 2 in.161.15 in.fbNt34 In the left column, under the heading “16. Calculate Local Web Yielding Strength”, the equation for nR should read: (6 2 )1.0(1.0)6(1.46) 1.15 2(1.25)(50)(0.525)326 kips 396 kipsColumn Stiffeners Requiredntc pyc
12、wcfuRCkNtFtF 34 In the right column, under the heading “18. Calculate Web Crippling Strength”, the equation for nR should read: 1.521.520.80 1 3 (3.29)1.15 0.525 29000(50)(0.860)0.75(0.80)(0.525) 1 314.3 0.860 0.525284 kips 396 kipsCyc fcwcnwccfc wcfuEF ttNRtdt tF olumn Stiffeners Required36 In the
13、left column, under the heading “1. Connection Design Moment”, the inequality should be replaced with: 4000 kip-in. 0.9 50 1265670 kip-in.uc pMM37 In the left column, under the heading “9. Check Shear Rupture of Extended Portion of End Plate,” the equation below “Check Inequality 3.13” should be repl
14、aced with: 98.5 kips 179 kips OK2funFR 37 In the right column, the first part of step 13 should be modified and rearranged to read: 13. Design Welds i) Beam Flanges to End-Plate Weld Note: For wind and low-seismic applications, it is recommended that the weld design force, Ru, be taken equal to the
15、calculated flange force but not less than 0.6yfbF A . This recommended minimum weld design force is based upon engineering judgment and intended to preclude small weld sizes on comparatively larger beams sized for stiffness, and to account for the variations in the distribution of the flange force a
16、cross the weld length. Minimum Fillet Weld size c in. 0.6 0.9 0.6 50 ksi 8.22 in. 0.522 in116 kips0.6197 kips 116 kipsyfbufu yfbuFARF FAR Use Ru= 197 kips. The remainder of step 13 beginning with “Effective length of weld” is unchanged. 38 In the left column, item ii), “The required weld to develop
17、the bending stress in the beam web near the tension bolts using E70 electrodes” should read: 0.9 0.9(50)(0.375)1.5 1.52(1.392) 2(1.392)4.04 sixteenthsUSE 5/16 in. Fillet Weldsyb wbFtR 38 In the left column, item ii), the words “bending stress in the beam web” should be replaced with “yield stress of
18、 the beam web”. 39 In the left column, the equation under “18. Calculate Web Crippling Strength” should read: 1.521.520.80 1 30.787 0.525 29000(50)(0.860)0.75(0.80)(0.525) 1+3 14.3 0.860 0.525 in.= 275 kips =197 kipsColumn Stiffeners Noyc fcwcnwccfc wcfuEF ttNRtdt tF t Required44 In the right column
19、, under the heading “12. Check Compression Bolts Bearing/Tearout”, the value of nishould be changed to 4 and the value of noshould be changed to 4. 46 In the left column, under the heading “16. Calculate Local Web Yielding Strength”, the Equation for N should read: 2(groove weld reinforcement leg)50
20、.522 in. 2 in.161.15 in.fbNt46 In the left column, under the heading “16. Calculate Local Web Yielding Strength”, the equation fornR should read: (6 2 )1.0(1.0)6(1.46) 1.15 2(0.875)(50)(0.525)306 kips 399 kipsColumn Stiffeners Requiredntc pycwcfuRCkNtFtF 46 In the right column, “18. Calculate Web Crippling Strength” should read: 1.521.520.80 1 31.15 0.525 29000(50)(0.860)0.75(0.80)(0.525) 1+3 14.3 0.860 0.525= 284 kips = 399 kipsColumn Stiffeners Requiryc fcwcnwccfc wcfuEF ttNRtdt tF ed
