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1、Revision and Errata List, December 1, 2003 Hollows Structural Sections Connections Manual The following editorial corrections have been made in the First Printing, 1997. To facilitate the incorporation of these corrections, this booklet has been constructed using copies of the revised pages, with co
2、rrections noted. The user may find it convenient in some cases to hand-write a correction; in others, a cut-and-paste approach may be more efficient. 2-21 tubular members. However, certain types of tubular connections, such as unbacked T-, Y-, and K-connections, require special welder certifications
3、 because the lack of access to the back of the joint, the position of the connection, and the access to the connection require special skill to produce a sound connection. Fig. 2-15. Prequalified joint details for complete joint penetration groove welds in tubular (HSS) T-, Y-, and K-Connectionsconc
4、ave improved profile for heavy sections or fatigue. AMERICAN INSTITUTE OFSTEEL CONSTRUCTION Rev. 12/1/03 4-10 Shear with eccentricity by ultimate analysis 4-2 where = shear strength for threads -N or -X C from Table 8-18 (AISC, 1994) includes n eccentricity e = a for tee connections eccentricity var
5、ies for single plates and through-plates for flexible support and standard holes for flexible support and short-slotted holes for rigid support and standard holes for rigid support and short-slotted holes Connecting Material Bearing strength at bolt holes (no eccentricity) and 4-3 where k = 2 for do
6、uble angles k = 1 for others Bearing strength at bolt holes (with eccentricity) 4-4 Gross section shear yield 4-5 where L = width of unstiffened seat and length of others k = 2 for double angles k = 1 for others Net section shear rupture 4-6 where AMERICAN INSTITUTE OFSTEEL CONSTRUCTION Rev. 12/1/03
7、 CA F bv 4-13 4-15 where = eccentricity from column face to shear resultant for unstiffened seat angle For and each horizontal weld length = 0.2L 4-16 Shear with eccentricity by ultimate analysis 4-17 C from AISC LRFD Manual Table 8-44 for single angle welded at toe and bottom C from AISC LRFD Manua
8、l Table 8-38 for single plates Ductility 4-18 where = flange thickness of tee connector of tee connector HSS Wall Shear at weld (Use maximum effective weld size in Equations 4-13 through 4-17 as applicable.) 4-19 Punching shear 4-20 AMERICAN INSTITUTE OFSTEEL CONSTRUCTION Note: C from Tables 8-44 an
9、d 8-38 include = 0.75 Rev. 12/1/03 4-14 Yield line 4-21a where 4-21c 4-21d 4-21e 4-21f 4-21g Beam Web Bearing strength at bolt holes, and beam end distance Use Equation 4-3 or 4-4 as applicable with Local web yielding 4-22 where Web crippling For 4-23a For 4-23b where TEE CONNECTIONS Since load tabl
10、es are not provided for tee connections, this type of connection will be used as an example of design using the limit state equations. AMERICAN INSTITUTE OFSTEEL CONSTRUCTION 4-21b Rev. 12/1/03 4-95 Table 4-7 (cont.). Stiffened Seated Connections Weld Design Strength, kips L, in. 11 12 13 14 15 16 1
11、7 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Width of Seat W, in. 7 70 ksi Weld Size, in. 81.0 94.7 109 124 139 155 172 188 205 223 240 258 275 293 311 329 347 365 383 402 420 438 97.2 114 131 149 167 186 206 226 246 267 288 309 330 352 373 395 417 438 460 482 504 526 113 133 153 174 195 217 240 2
12、64 287 312 336 361 385 410 435 461 486 511 537 562 588 613 130 151 174 198 223 249 275 301 329 356 384 412 440 469 498 526 555 584 613 643 672 701 8 70 ksi Weld Size, in. 72.5 85.1 98.3 112 127 142 157 173 189 206 222 240 257 274 292 309 327 345 363 381 399 417 Weld Size, in. 87.1 102 118 135 152 17
13、0 189 208 227 247 267 287 308 329 350 371 393 414 436 457 479 501 116 136 157 180 203 227 251 277 303 329 356 383 411 439 467 495 524 552 581 610 639 668 145 170 197 224 253 283 314 346 378 411 445 479 514 548 584 619 655 690 726 762 799 835 9 70 ksi Weld Size, in. 65.6 77.1 89.3 102 116 130 144 159
14、 175 191 207 223 240 257 274 291 308 326 344 362 379 397 78.7 92.5 107 123 139 156 173 191 210 229 248 268 288 308 329 349 370 391 412 434 455 477 105 123 143 164 185 208 231 255 280 305 331 357 384 411 438 466 494 522 550 578 607 636 131 154 179 204 232 260 289 319 350 381 413 446 480 513 548 582 6
15、17 652 687 723 759 795 Min. HSS Thickness, in. 0.22 0.28 0.34 0.39 0.45 Notes: 1. Values shown assume 70 ksi electrodes. For 60 ksi electrodes, multiply tabular values by 0.857, or enter table with 1.17 times the required strength Ru. For 80 ksi electrodes, multiply tabular values by 1.14, or enter
16、table with 0.875 times the required strength Ru. 2. Tabulated values are valid for stiffeners with minimum thickness of but not less than 2w for stiffeners with Fy = 36 ksi nor 1.5w for stiffeners with Fy = 50 ksi. In the above, tw is the thickness of the unstiffened supported beam web and w is the
17、nominal weld size. 3. Tabulated values may be limited by shear yielding of or bearing on the stiffener; refer to LRFD Specification Sections F2.2 and J8, respectively. AMERICAN INSTITUTE OFSTEEL CONSTRUCTION Rev. 12/1/03 5 16 3 8 7 16 1 2 4-96 Since t of the HSS is greater than tmin for the -in. wel
18、d, no reduction in weld strength to account for shear in the HSS is required. The minimum length of the seat-plate-to-HSS weld on each side of the stiffener is 0.2L = 4.8 in. This establishes the minimum weld between the seat plate and stiffener; use 5 inches of -in. weld on each side of the stiffen
19、er. Determine the stiffener plate thickness To develop the stiffener-to-seat plate welds, the minimum stiffener thickness is For a stiffener with Fy = 36 ksi and a beam with Fy = 50 ksi, the minimum stiffener thickness is The latter controls; use for the stiffener. Check the HSS width The minimum wi
20、dth is o.k. Determine the seat plate dimensions To accommodate two -in. diameter A325-N bolts on a 5-in. gage connecting the beam flange to the seat plate, a width of 8 inches is required. To accommodate the seat-plate- to-HSS weld the required width is Use for the seat plate Select the top angle, b
21、olts and weld The minimum weld size for the HSS thickness according to LRFD Specification Table J2.4 is The angle thickness should be larger. Use L44 with fillet welds along the toes of the angle to the beam flange and HSS. Alternatively two -in. diameter A325-N bolts may be used to connect the beam
22、 leg of the angle to the beam flange. SINGLE-PLATE CONNECTIONS A single-plate connection is made with a plate as illustrated in Figure 4-4. The plate is welded on both sides to the HSS and is bolted to the beam web. As long as the HSS wall is not classified as a slender element, the local distortion
23、 caused by the single-plate connection will be insignificant in reducing the column strength of the HSS (Sherman, 1996). Therefore, single-plate connections may be used when this is essentially the same as 1.4(E/Fy) 0.5 or 35.1 for F y = 46 ksi. Single-plate connections may also be used with round H
24、SS as long as they are compact under axial load, or do not exceed the standard maximum A500 production limit of Tables 4-8 are design aids for single-plate connections with the plate material having Fy = 36 ksi and Fu = 58 ksi. The calculations are made for a 3-in. bolt spacing, 1-in. vertical and h
25、orizontal edge distances and an a dimension from the weld to the bolt line AMERICAN INSTITUTE OFSTEEL CONSTRUCTION Rev. 12/1/03 238 4-107 EXAMPLE 4.7Single-Plate Connection to Rectangular HSS Use Tables 4-8, 4-9 and 4-10 to design an A36 single-plate connection for a W1835 beam of A572 Gr 50 steel t
26、o an A500 Grade C column for a factored reaction of 40 kips. Use -in. A325-N bolts and 70 ksi weld electrode. Section Properties Check if single-plate connection is suitable o.k. Design the bolts and single plate From Table 4-8, for a rigid support, for -in. diameter A325-N bolts in standard holes,
27、select 3 rows of bolts and a -in. plate thickness. o.k. The 9-in. long plate is satisfactory. Determine the weld size From Table 4-9 for a -in. plate, the weld size is tmin in Table 4-9 does not apply for A500 Grade C HSS (Equation 4-19) No reduction in the weld strength is required. Check the beam
28、web From Table 4-10 for three -in. diameter bolts in material with Fu = 65 ksi, o.k. EXAMPLE 4.8Single Plate Connection to Round HSS Repeat Example 4.7 using an HSS10.0000.188 column with a yield strength of 42 ksi. Section Properties AMERICAN INSTITUTE OFSTEEL CONSTRUCTION Rev. 12/1/03 0.18857.50.1
29、74 4-108 Table 4-9. Welds for Single-Plate Connections Plate Thickness (in.) Weld Size 70 ksi (in.) Minimum HSS Thickness (in.) Rectangular (Fy = 46 ksi) 0.17 0.22 0.28 0.34 0.34 0.39 Round 7.73 / Fy 10.31 / F y 12.89 / F y 15.47 / F y 15.47 / F y 18.05 / F y Resistance (kips/in.) 8.35 11.14 13.92 1
30、6.70 16.70 19.49 Check if single-plate connection is suitable therefore o.k. Design the bolts and single plate No change from Example 4.7. Use three -in. diameter A325-N bolts in standard holes with a -in. thick plate that is 9-in. long. The distance from the HSS to the bolt line is 3 inches and the
31、 horizontal edge distance is 1-in., making the plate width 4-in. Determine the weld size From Table 4-9 for a -in. plate, the weld size is and tmin = 7.73 / Fy Since Reevaluate the strength based on the shear of the HSS wall effective weld size (Equation 4-19). Determine the weld eccentricity based
32、on the bolt eccentricity from Equation 4-2. Since the value in the absolute braces is negative, the eccentricity is between the HSS and the bolt line. weld eccentricity = 3 - 1 = 2 in. AMERICAN INSTITUTE OFSTEEL CONSTRUCTION 0.4520.62 / F y 22.27 Rev. 12/1/03 Rev. 12/1/03 Rev. 12/1/03 5 8 / 57.5 0.1
33、747.73/420.184 0.1742.83 4-109 Using ex = 2 in., a = ex /l = 2/9 = 0.22, in LRFD Manual Table 8-38 and k = 0 for an out-of-plane eccentricity by interpolation, C = 2.58 (Equation 4-17) o.k. Check the beam web No change from Example 4.7. The beam web is satisfactory. THROUGH-PLATE CONNECTIONS In the
34、through-plate connection shown in Figure 4- 1e, the front and rear faces of the HSS are slotted so that the plate can be passed completely through the HSS and welded to both faces. The plate acts as a reinforcement to the HSS walls and through-plate connections should be used when the HSS wall is cl
35、assified as a slender element with b/t or 37.3 for Fy = 46 ksi ( is the same as 1.4(E/Fy) 0.5). However, a single plate connection is more economical and should be used if the HSS is neither slender nor inadequate for the punching shear rupture limit state in AISC HSS Specification Sec- tion 9.3.3.
36、Through-plate connections have the same limit states as single-plate connections and Table 4-8 may be used to determine the size and number of bolts and the plate thickness. All values are to be compared to factored loads. The welds, however, are subject to direct shear and may not have to be as lar
37、ge as those for single plate connections. For equilibrium of the forces in Fig. 4-5, the shear in the welds on the front face is Ru(H + ew)/H, which should not exceed the resistance of the pair of welds, in Table 4-9. If the thickness of the HSS is less than the minimum in Table 4-9, the weld streng
38、th must be reduced proportionally. The eccentricity is (n 1) for n bolts in standard holes and 2n/3 for short-slotted holes. Conservatively, the welds on the rear face may be the same size. When a connection is made on both sides of the HSS with an extended through-plate, the portion of the plate in
39、side the HSS is subject to a uniform bending moment. For long connections, this portion of the plate will buckle in a lateral-torsional mode prior to yielding, unless H is very small. Using a thicker plate to prevent lateral-torsional buckling would restrict the rotational flexibility of the connect
40、ion. Therefore, it must be recognized that the plate may buckle and that the moment will be shared with the HSS wall in a complex manner. However, if the HSS is satisfactory when checked for the criteria of a single plate connection, the lateral-torsional buckling limit state is not a critical conce
41、rn involving loss of strength. EXAMPLE 4.9Through-Plate Connection Redesign the connection in Example 4.7 using an with the connection to one of the 6-in. faces. Section Properties The width B and the wall slenderness b/t are referenced to the loaded face of the HSS. The b/t is tabulated as h/t in t
42、he section properties tables. AMERICAN INSTITUTE OFSTEEL CONSTRUCTION Rev. 12/1/03 Rev. 12/1/03 2.8365.7 23835.1238 5-17 (K1-8) Place stiffeners above each wall as illustrated in Figure 5-1(b). Strength Based on Bolting and Welding The maximum acceptable bolt tension may be calculated from the equat
43、ion on p. 11-10 of AISC LRFD Manual (AISC, 1994): Setting treq = the cap plate thickness tp and rearranging The bolt design strength (including prying) could be increased by increasing the cap plate thickness. The bolt design strength (including prying), as limited by the beam, could be increased by
44、 reducing the bolt gage. A 3-in. gage is a minimum based on the web and corner radius for this section. A wide flange section with a thicker flange or with a 50 ksi yield strength will permit a larger increase in bolt tension. The weld of the cap plate to the HSS can be checked by evaluating 2.61 ki
45、ps/in. which can be satisfied with a 3/16-in. fillet weld with HSS wall strength In order to demonstrate the calculation for a concentrated load delivered from the W-shape web, ignore the fact that buckling of the W18 web required the use of stiffeners and evaluate wall yielding without stiffeners.
46、Wall yielding can be evaluated using the AISC HSS Specification, with the bearing width, N, taken as twice the k of the W section, and “k“ taken as the cap plate thickness. (K1-2) Since Cu is greater than 52.3 kips, the cap plate thickness could be increased or stiffeners added to the W-shape to inc
47、rease N, thus increasing the HSS wall yielding strength. Next check wall crippling considering the W1840 without stiffeners. Using the AISC HSS Specification expression for wall crippling with N = 2.38 in. from above, cap plate thickness t1 = 0.50 in., t = 0.233 in. and B = 8 in. AMERICAN INSTITUTE
48、OF STEEL CONSTRUCTION Rev. 12/1/0350 5-19 7.96 kip prying force (the tensile bolt strength) Use a -in. A36 base plate thickness. Combined axial and bending strength of the cap plate The interaction of flexure and tension is limited by Equations H1-1a and H1-1b in the Specifications (AISC, 1994) (H1-
49、1a) (H1-1b) The cap plate is required to take an axial force of: Note that the beam depth is used because the cap plate thickness is as yet unknown. If desired, the moment can be recalculated after the cap plate thickness is known. Try a -in. thick A36 cap plate. Therefore Eq. H1-1a applies. In the interaction equation the ratio of equals the ratio of from the bolt tension. Applying Eq. H1-1a: Try 1 in. 11 in. plate. AMERICAN INSTITUTE OF STEEL CONSTRUCTION Rev. 12/1/03 4.44 b4.44(1.47) 5-21 Since the cut out plate is thicker than the flange of the W12x4