1、Revisions and Errata List AISC Steel Design Guide 24, 1stPrinting (Printed Copy) October 15, 2012 The following list represents corrections to the first printing of AISC Design Guide 24, Hollow Structural Section Connections. Page(s) Item 10 The reference to the equation nwwRFA should be “Spec. Eq.
2、J2-3” instead of “Spec. Eq. I2-3.” 53 Equation 5-16 should be revised as follows to correct the denominator: 22rwcPwBF 53 Equation 5-21 should be revised so that alpha cannot be taken as negative. Replace Equation 5-21 with the following: 2(/)10rpKP nt 55 Figure 5-9 should be revised so that the con
3、nection plate dimensions are as shown in the figure below: 59 In the middle of the page, the corrected calculations should read: For the end bolts 2.00 1 in. 21.47 in.cL zand therefore, the left side of the inequality in Equation J3-6a is: 1.2 1.2 1.47 in. 0.750 in. 58 ksi76.7 kipscuLtF The right si
4、de of the inequality in Equation J3-6a is: 2.4 2.4 1.00 in. 0.750 in. 58 ksi104 kips76.7 kips 104 kipsudtF Therefore, use 76.7 kipsnR 60 Replace the first calculation box with the following: LRFD ASD For the end bolts 0.750.75 76.7 kips57.5 kipsnRFor the interior bolts 101 kips per inch of thickness
5、101 kips/in. 0.750 in.75.8 kipsvnnrRFor the 4 bolts 2 57.5 kips +2 75.8 kips267 kipsnRFor the end bolts 2.0076.7 kips2.0038.4 kipsnR For the interior bolts 67.4 kips per inch of thickness67.4 kips/in. 0.750 in.50.6 kipsnvnrFor the 4 bolts 2 38.4 kips +2 50.6 kips178 kipsnR62 Replace the calculations
6、 beginning at the top of the page with the following: where 222223.00 in. 2.00 in.5.00 in.A 2 5.00 in. 0.750 in.7.50 in.2 1.5 in.7.50 in. 2 1.5 1 in. in. 0.750 in.4.97 in.3.000.750 in. 3.00 1 in. in.1.41 in.gv gv sgvgvnv gv h snt s hALtLAA d tAt d zzzzzz1.0 since tension is uniformbsU The left side
7、of the inequality given in AISC Specification Equation J4-5 is: 220.6 0.6 58 ksi 4.97 in. 1.0 58 ksi 1.41 in.255 kipsunv bsuntFA U FA The right side of the inequality given in Equation J4-5 is 220.6 0.6 36 ksi 7.50 in. 1.0 58 ksi 1.41 in.244 kipsygv bsuntFA U FA Because 255 kips 244 kips, use 244 ki
8、ps.nR The available strength of the tee stem for the limit state of block shear rupture is: LRFD ASD 0.750.75 244 kips183 kipsnR2.00244 kips2.00122 kipsnR 93 In the left column, first complete paragraph, the second to last sentence beginning with “In the case shown in Figure 8-3(b)” should be revise
9、d to read, “In the case shown in Figure 8-3(c).” 94 In Figure 8-3(b), the upward vertical load on the chord, 0.2Pr, should be replaced with 0.2Prsin. 110 In Figure 8-9, the axial loads on the branch members i and j should be given as PL= 69.0 kips and PD= 23.0 kips. 113 Replace the 5thline from the
10、bottom with: 25% 5.5% 100%vO o.k. 114 The calculation boxes should be replaced with the following: LRFD ASD For compression branch and tension branch, 1.2 23.0 kips 1.6 69.0 kips138 kipsuP For compression branch and tension branch, 23.0 kips 69.0 kips92.0 kipsaP 115 The calculation boxes at the top
11、of the page should be replaced with the following: LRFD ASD For tension (overlapping) branch, For tension (overlapping) branch, 0.95 159 kips151 kips151 kips 138 kipsnP o.k.For compression (overlapped) branch, 0.95 248 kips236 kips236 kips 138 kipsnP o.k.159 kips1.58101 kips101 kips 92.0 kipsnP o.k.For compression (overlapped) branch, 248 kips1.58157 kips157 kips 92.0 kipsnP o.k.137 In Figure 9-4, the HSS16122 should be an HSS 1612s. The three rectangular HSS members should be labeled as ASTM A500 Gr. B.
