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Joints in Steel Construction: Simple Connections (Publication P212, 2002)
Corrigendum 1, October 2002
Tying Capacity of Fin Plate Connections with Single Line of Bolts.
The values of tying capacity given in Table H.27 (pages 410 to 414) and Table H.29 (pages 420 to 424) should be amended to values that are the lesser-of the tabulated values and the shear capacity of the bolt groups. The shear capacity of the bolt group = n.P, where n is the number of bolts and P, is the shear capacity per bolt (= 91.9 kN for M20, grade 8.8 bolt from Table H.49). l l e reason for this change is that, as stated in Table H.24. the tabulated tying capacities for fin plate connections were based on the minimum values from Checks I l ( i ) , l l ( i i ) , I2(i) and 12(ii). None of these checks relate to the shear capacity of the bolt group. Where there is a single line of bolts, the shear capacity of the bolt group may be less than the tabulated tying capacity.
Also, when carrying out the full design procedure (in accordance with Section 6.5) an additional check for "structural integrity" should be made for the shear capacity of the bolt group. This additional check, which may be referred to as Check 13, is: Tie force 5 n.P,.
In practice these changes will only be of significance in the unusual case when the tie force is greater than the shear force on the beam.
0 2002 The Steel Construction Institute SCI P212 (Corrigendum I , Oct 2002)
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Bolt Capacities
Tension I Shear
BOLT CAPACITIES
Bearing Capacity in kN (Minimum of P,, and Pbs)
city Exact
A,p, PI kN
47.2
87.9
137
170
198
257
314
Capacity Single Double Shear Shear
p, 2ps kN kN 5
31.6 63.2 27.6
58.9 118 36.8
91.9 184 46.0
114 227 50.6
132 265 55.2
172 344 62.1
210 421 69.0
10 12
55.2 66.2
73.6 88.3
92.0 110
101 121
110 132
124 149
138 166
15 20
82.8 110
110 147
138 184
152 202
166 221
186 248
207 276
Diameter Tensile Tension Shear Bearing Capacity in kN (Minimum of P,, and Pbs) I Capacity
Nominal Exact
0.8A1p, Alp, P"0, PI kN kN
47.2 59.0
87.9 110
137 172
170 212
198 247
Capacity Single Double Shear Shear
p* 2ps kN kN 5
33.7 67.4 27.6
62.8 126 36.8
98.0 196 46.0
121 242 50.6
141 282 55.2
6
33.1
44.2
55.2
60.7
66.2
74.5
82.8
7 8 9 10 12 15
38.6 44.2 49.7 55.2 66 2 82.8 51.5 58.9 66.2 73.6 88.3 110
64.4 73.6 82.8 92.0 110 138
70.8 81.0 91.1 I 0 1 121 152
77.3 88.3 99.4 110 132 166 86.9 99.4 112 124 149 186
96.6 110 124 138 166 207 30 561 314 393 224 449 69.0
Table H.49 Non-Preloaded Ordinarv Bolts in S275
GRADE 4.6 BOLTS IN S275
Diameter of
Bolt
mm
12
16
20
22
24
27
30
Tensile Stress Area
AI mm2
84.3 157
245
303
353
459
561
End distance equal to 2 x bolt diameter.
Thickness in mm of ply passed through
cai Nominal
0.8AiPf pnom
kN
16.2
30.1
47.0
58.2
67.8
88.1
108
-
city Capacity
- 30
166
22 1
276
304
33 1
3 73
414
-
-
9 10
55.2
73.6
92.0
101
110
124
138
-
-
25
138
184
230
253
2 76
311
34 5
-
-
49.7
66.2
82.8
91.1
99.4
112
124 -
33.1 38.6 44.2 44.2 51.5 58.9
55.2 64.4 73.6
60.7 70.8 81.0
66.2 77.3 88.3
97.0 50.6
55.2
147 62.1
69.0
121 152 202
132 166 221
149 186 248
207 276
73.4
89.8 ;ee notes below
GRADE 8.8 BOLTS IN S275
1 Shear I Bearing Capacity in kN (Minimum of P,, and P& Tension Diameter of
Bolt
mm
12
16
20
22
24
27
30
Tensile Stress Area
A, mm2
84.3
157
245
303
353
459
56 1
End distance equal to 2 x bolt diameter.
Thickness in mm of ply passed through
Cai - Nominal
0.8AiPi P"0, kN
37.8
70.3
110
136
158
206
251
9 25
138
184
230
253
276
31 1
345
-
-
30
166
221
2 76
304
33 1 3 73 414
-
-
49.7
66.2
82.8
91.1
99.4
112
124 -
60.7 70.8 81.0
66.2 77.3 88.3
74.5 86.9 99.4
;ee notes below
GRADE 10.9 BOLTS IN S275
End distance equal to 2 x bolt diameter,
Thickness in mm of ply passed through
of Stress Bolt 1 Area
AI mm2
84.3
157
245
303
353
20
110 147
184
202
22 1
248
276
-
-
mm
12
16
20
22
24
27 I 459 I 257 I 321 I 184 I 367 I 62.1 3 73
466
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Bolt Capacities
Diameter of
Bolt
mm
12
16
20
22
24
27
BOLT CAPACITIES
Min. Tension Shear Slip Resistance Bearing Capacity, Pbs in kN Shank Capacity for 1 = 0.5 End distance equal to 3 x bolt diameter.
Tension Single Double Single Double Shear Shear Shear Shear Thickness in mm of ply passed through.
Po 1.1Po AtPt kN kN kN kN kN kN kN 5 6 7 8 9 10 12 15 20 25 30
49.4 54.3 49.7 33.7 67.4 27.2 54.3 41.4 49.7 58.0 66.2 74.5 82.8 99.4 124 166 207 248
92.1 101 92.6 62.8 126 50.7 101 55.2 66.2 77.3 88.3 99.4 110 132 166 221 276 331
144 158 145 98.0 196 79.2 158 69.0 82.8 96.6 110 124 138 166 207 276 345 414
177 195 179 121 242 97.4 195 75.9 91.1 106 121 137 152 182 228 304 380 455
207 228 208 141 282 114 228 82.8 99.4 116 132 149 166 199 248 331 414 497 234 257 236 161 321 129 257 93.2 112 130 149 168 186 224 279 373 466 559 7 R R 115 7 R Q I Q 6 191 157 RI5 l n A 120 145 166 186 207 248 311 414 518 621
BS 5950-1 : 2000 BS 4395: 1969
Table H.50 Preloaded HSFG Bolts in S275: Non-Slip in Service
GENERAL GRADE HSFG BOLTS IN S275
See notes below
HIGHER GRADE HSFG BOLTS IN S275
Diameter1 Min. I Tension I Shear I Slip Resistance I Bearing Capacity, P,, in kN 1 B;lt I Shank 1 , i Caprity i for1,=0.5 1 Tension Single Double Single Double
Shear Shear Shear Shear
24
27
PO kN
104
162
200
233
303 17n
1.1Po AtPt kN kN kN kN kN kN
114 110 62.8 126 57.1 114
178 172 98.0 196 89.0 178
220 212 121 242 110 220
257 247 141 282 128 257
333 321 184 367 167 333 A n 7 RQ? 774 AAQ 704 A117
End distance equal to 3 x bolt diameter.
Thickness in mrn of ply passed through
- ~ ~~ ~ 5 6 7 8 9 1 0
55.2 66.2 77.3 88.3 99.4 110
69.0 82.8 96.6 110 124 138
75.9 91.1 106 121 137 152
82.8 99.4 116 132 149 166
93.2 112 130 149 168 186 l n A 124 146 166 186 207
12
132
166
182
199
224 248
- 15 166
207
228
248
279 31 1
-
Values in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt. Shading indicates that the ply thickness is not suitable for an outer ply.
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Bolt Capacities
I Shank Tension Tension Capacity Min.
BS 5950-1 : 2000 BS 4395: 1969
Table H.51 Preloaded HSFG Bolts in S275: Non-Slip under Factored Loads
Slip Res
p = 0.2 I P Double I Single Single
Diameter of
Bolt
mm
12
16
20 22
24 27 30
PO kN
49.4
92.1 144
177
207
234 286
BOLT CAPACITIES
Shear Shear Shear O.9P0
kN kN kN kN
44.5 8.89 17.8 13.3
82.9 16.6 33.2 24.9 130 25.9 51.8 38.9
159 31.9 63.7 47.8 186 37.3 74.5 55.9
21 1 42.1 84.2 63.2 257 51.5 103 77.2
GENERAL GRADE HSFG BOLTS IN S275
3nce P*
Min. Shank
Tension
Bolt Tension Capacity
p = 0.2 Single Double Shear Shear
kN kN
18.7 37.4 29.1 58.2 36.0 72.1
42.0 84.0 54.5 109
66.6 133
.3 Double Shear
kN
26.7
49.7
77.8 95.6
112 126 154
p = 0.3 P: Single Double Single Shear Shear Shear
kN kN kN
28.1 56.1 37.4 43.7 87.4 58.2
54.1 108 72.1 63.0 126 84.0 81.8 164 109 99.9 200 133
U = 0.4
200 233 303
Single Shear
kN
17.8
33.2
51.8 63.7
74.5 84.2
103
180 210
273
Double Shear
kN
35.6
66.3 104
127 149
168 206
p = 0.5
Shear Shear
79.7 93.2
105 21 1 129 257
Diameter of
Bolt
HIGHER GRADE HSFG BOLTS IN S275
Slip Resistance PsL
162 146 22 24 27
30 I 370 1 333
.4
Double Shear
kN
74.8
116 144
168 218
266
P: Single Shear
kN
46.8 72.8 90.1 105 136 167
1.5
Double Shear
kN
93.5 146
180 210
273 333
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Bolt Capacities
Tension Capacity
Nominal Exact
0.8A1pt Atpl Prim PI kN kN
16.2 20.2
30.1 37.7
47.0 58.8
58.2 72.7
67.8 84.7
88.1 110 108 135
Shear Capacity
Single Double Shear Shear
p, 2ps kN kN
13.5 27.0
25.1 50.2
39.2 78.4
48.5 97.0
56.5 113
73.4 147 89.8 180
of Bolt
Stress Area
At
mm
12
16
20 22
24
27 30
mm2 kN kN kN
84.3 37.8 47.2 31.6
157 70.3 87.9 58.9
245 110 137 91.9
303 136 170 114
353 158 198 132
459 206 257 172 561 251 314 210
Stress Area
A1 mm2
84.3
157
245
303
353
459 561
Car Nominal
0.8AtPl Pnom kN
47.2
87.9
137
170
198
257 314
BOLT CAPACITIES
Table H.52 Non-Preloaded Ordinary Bolts in S355
GRADE 4.6 BOLTS IN S355
Bearing Capacity in kN (Minimum of Pbb and Pbs) End distance equal to 2 x bolt diameter.
Thickness in mm of ply passed through.
Stress
- 5
27.6
36.8
46.0
50.6
55.2
62.1 69.0
-
-
- 9
49.7
66.2
82.8
91.1
99.4
112 124
-
-
10
55.2
73.6
92.0
101
110
124 138
-
-
20
110
147
184
202
22 1
248 276
- 25 138
184
230
253 276
311 345
- 30 166
22 1
276
304
331
3 73 414 -
66.2 82.8
132 166
149 186 166 207
353
459 56 1
;ee notes below
GRADE 8.8 BOLTS IN S355
Diameter I Tensile I Tension I Shear Bearing Capacity in kN (Minimum of Pbb and Pk) End distance equal to 2 x bolt diameter.
Thickness in mm of ply passed through. Nominal Exact Single
:ity Double Shear
2ps kN
63.2
118
184
227
265
344 42 1
a - 52.8
70.4
88.0
96.8
106
119 132
15
99.0
132
165 182
198
223 248
-
-
20
132
176
220
242
264
297 330
-
-
220 264
275 330
303
330
371 446 413 495
109 145
GRADE 10.9 BOLTS IN S355
Tensile I Tension Shear I Bearing Capacity in kN (Minimum of Pbb and Pk) Diameter of
Bolt
mm
12
16
20
22
24
27 30
End distance equal to 2 x bolt diameter.
Thickness in mm of ply passed through.
Cal - Single Shear
p s
kN
33.7
62.8
98.0
121
141
184 224
:ity Exact
4 P t pt
kN
59.0
110
172
212
247
32 1 393
-
Double Shear
55.0
66.0
- 30
198
264
330
363
396
446 495
-
-
- 12
79.2
106
132
145
158
178 198
-
-
- 15
99.0
132
165
182
198
223 248
-
-
6
39.6
52.8
66.0
72.6
79.2
89.1
- 7 46.2
61.6
77.0
84.7
92.4
104 116
-
-
220
413 449 I 82.5 I 99.0 e shear capacity of the bolt. Values in bold are less than the sin
Values in italic are greater than the double shear capacity of the bolt. Bearing values assume standard clearance holes. If oversize or short slotted holes are used, bearing values should be multiplied by 0.7. If long slotted or kidney shaped holes are used, bearing values should be multiplied by 0.5. If appropriate, shear capacity must be reduced for large packings, large grip lengths and long joints.
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Bolt Capacities
hameter of
Bolt
mm
12
16
20
22
24
27 30
BOLT CAPACITIES
Min. Tension Shear Slip Resistance Bearing Capacity, P,, in kN Shank Capacity for p = 0.5 End distance equal to 3 x bolt diameter.
Shear Shear Shear Shear Thickness in mm of ply passed through. Tension Single Double Single Double
PO 1.1p.3 AtPt kN kN kN kN kN kN kN 5 6 7 8
49.4 54.3 49.7 33.7 67.4 27.2 54.3 49.5 59.4 69.3 79.2 92.1 101 92.6 62.8 126 50.7 101 66.0 79.2 92.4 106
144 158 145 98.0 196 79.2 158 82.5 99.0 116 132 177 195 179 121 242 97.4 195 90.8 109 127 145 207 228 208 141 282 114 228 99.0 119 139 158 234 257 236 161 321 129 257 111 134 156 178 286 315 289 196 393 157 315 124 149 173 198
BS 5950-1 : 2000 BS 4395: 1969
Capacity Single Double Shear Shear
1.1Po 4Pt
Table H.53 Preloaded HSFG Bolts in S355: Non-SliD in Service
for p = 0.5 Single Double Shear Shear
GENERAL GRADE HSFG BOLTS IN S355
9
89.1
119
149
163
178
200 223
-
- iee notes below
HIGHER GRADE HSFG BOLTS IN S355
10
99.0
132
165
182
198 223 248
-
-
12
119
158
198
218
238
267 297
-
-
198 264
248 330
272 363
297 396
334 446 T 371 495 25 248 330 413 454 495 557 619 - - 30 297 396 495 545 594 668 743 - - XarneterI Min. I Tension I Shear I Slip Resistance I
of -1 Shank Tension PO kN 104 162 200 233
303 370
- 7
92.4
116
127
139
156 173 -
Bearing Capacity, P,, in kN End distance equal to 3 x bolt diameter.
Thickness in rnm of ply passed through.
- 8
106
132
145
158
178 198
-
-
- 9.
119
149
163
178
200 223
-
-
165 198 248 330
218 272 363
198 238 297 396
223 267 334 446 248 297 371 495
- 25
330
413
454
495
557 619
-
-
- 30
396
495
545
594
668 743
-
- ~ ~ ~~ ~~~~ Values in bold are less than the single shear capacity of the bolt. Values in italic are greater than the double shear capacity of the bolt. Shading indicates that the ply thickness is not suiteble for an outer ply.
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BOLT CAPACITIES
p = 0.3 Single Double Shear Shear
kN kN
13.3 26.7
24.9 49.7
38.9 77.8
47.8 95.6
55.9 112
63.2 126
77.2 154
Bolt Capacities
BS 4395: 1969 BS 4604: 1970
p = 0.4 Single Double Shear Shear
kN kN
17.8 35.6
33.2 66.3
51.8 104
63.7 127
74.5 149
84.2 168
103 206
Table H.54 Preloaded HSFG Bolts in S355: Non-Slip under Factored Loads
Single Shear
kN
22.2
41.4
64.8
79.7
93.2
105
129
Diameter of
Bolt Double Shear
kN
44.5
82.9
130
159
186
21 1
257
mm
12
16
20
22
24
27
30
Diameter of
Bolt
mm
16
20
22
24
27
30
Min. Shank
Tension
PO kN
49.4
92.1
144
177
207
234
286
Min. Shank
Tension
PO kN
104
162
200
233
303
370
Bolt Tension Capacity
O.9P0 kN
44.5
82.9
130
159
186
21 1
257
Bolt Tension Capacity
0.9P, kN
93.5
146
180
210
273
333
GENERAL GRADE HSFG BOLTS IN S355
p = 0.2
Shear Shear
kN
8.89
16.6
25.9
31.9
37.3
42.1
51.5
kN
17.8
33.2
51.8
63.7
74.5
84.2
103
HIGHER GRADE HSFG BOLTS IN S355
P : Single Shear
kN
18.7
29.1
36.0
42.0
54.5
66.6
.2 Double Shear
kN
37.4
58.2
72.1
84.0
109
133
SliD Resistance P., p = 0.3 p = 0.4
Shear Shear Shear Shear
kN
28.1
43.7
54.1
63.0
81.8
99.9
kN kN kN
56.1 37.4 74.8
87.4 58.2 116
108 72.1 i44
126 84.0 168
164 109 218
200 133 266
p = 0.5
Shear Shear
273
167 333
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Fasteners for RHS Sections
FLOWDRILL
Tension capacity - normal design The tension capacity of Grade 8.8 bolts for normal design are shown in Table H.55a and take account of the RHS wall thickness as well as the bolt strength.
Table H.55a
Tension capacity - structural integrity The pull-out resistances for structural integrity are less than those for normal design because the design method used for structural integrity leads to thinner plates/cleats than for normal design methods, based on BS 5950-1 :20061, and, as a result, will lead to higher prying forces. The values in Table H.55b are based on limiting value of fir= 300N/mm2 for extreme prying (See CHECK 13).
Table H.55b
Shear and bearing capacity For shear and bearing capacities, refer to capacity tables for ordinary bolts (Tables H.49 and H.52)
Note: Additional information on Flowdrill is given in Appendix F.
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Fasteners for RHS Sections
~~
M12
M16
M20
HOLLO-BOLT CAPACITIES
38 38
75 70
100 110
Shear capacity Hollo-Bolts have a shear capacity slightly higher than that for ordinary bolting, since the body of the fastener provides resistance as well as the bolt. Values are given in Table H.56.
Tension capacity - normal design The tension capacity of Grade 8.8 Hollo-Bolts for normal design are shown in Table H.56.
Tension capacity - structural integrity The pull-out resistances for structural integrity are less than those for normal design because the design method used for structural integrity leads to thinner plateskleats than for normal design methods, based on BS 5950-1 : 200dl1, and, as a result, will lead to higher prying forces. This has been taken into account in the resistances shown in Table H.56.
Table H.56
I HOLLO-BOLT DESIGN CAPACITIES I Bolt
diameter mm
Shear Capacity
kN
Normal Tens ion Capacity P"0J kN
I M8 I 12 I 16 26 I M10 I 25 I
Bearing capacity For bearing capacities refer to capacity tables for ordinary bolts (Tables H.49 and H.52)
Structural integrity Tension Capacity (Psi) kN
I 10
25
46 ~~
73 I
Note: Additional information on Hollo-Bolts is given in Appendix G.
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Weld Capacities
E35 ELECTRODE WITH S275 (d) Longitudinal Capacity Transverse Capacity
PL Lb) PT (cl
kNlmm kNlmm
0.616 0.770
0.924 1.16
1.23 1.54
1.54 1.93
1.85 2.31
2.31 2.89
2.77 3.47
3.08 3.85
3.39 4.24
3.85 4.81
BS EN 440 BS EN 499 BS EN 756 BS EN 758
Table H.57 Weld Capacities
E42 ELECTRODE WITH S355(@ Longitudinal Capacity Transverse Capacity
PL (b) PT
kNlmm kNlmm
0.700 0.875
1.05 1.31
1.40 1.75
1.75 2.19
2.10 2.63
2.63 3.28 3.15 3.94
3.50 4.38
3.85 4.81
4.38 5.47
Leg Length
S
mm
4.0
6.0
8.0
10.0
12.0
15.0
18.0
20.0
22.0
25.0 a) a = 0.7s
Throat (a)
Thickness
a
mm
2.80
4.20
5.60
7.00
8.40
10.5
12.6
14.0
15.4
17.5
FILLET WELDS
b) PL = Pwa c) PT = K pw a. Welds are between two elements at 90' to each other, therefore K = 1.25.
d) pw = 220 N/mm2 for E35 electrode with S275 steel
e) pw = 250 N/mm2 for E42 electrode with S355 steel
Thickness
mm
4.0
6.0 8.0
10.0
12.0
15.0
18.0
20.0
22.0
25.0
FULL PENETRATION BUTT WELDS
WELD Ci E35 ELECTRODE WITH S275 Shear
Capacity 'a)
kNlmm
0.660
0.990 1.32
1.65
1.98
2.48
2.86
3.18
3.50
3.98
Tension or Compression Capacity (b)
kNlmm
1.10
1.65 2.20
2.75
3.30
4.13
4.77
5.30
5.83
6.63
a) The strength in shear is taken as 0.6~~. b) The weld strength in tension or compression is taken as py,
Where: D, is the desian strenath of the Darent material.
'ACITIES E42 ELECTRC Shear
Capacity (a)
kNlmm
0.852
1.28 1.70
2.13
2.56
3.20
3.73
4.14
4.55 5.18
)E WITH S355 Tension or Compression
Capacity (b)
kNlrnm
1.42
2.13
2.84
3.55
4.26
5.33
6.21
6.90
7.59
8.63
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Design and page make-up by The Steel Construction Institute, Ascot, SL5 7QN Typeset by Richard Stainsby, 1 Linden Road, Great Ayton, TS9 6AN Printed in Europe by the Alden Group, Oxford 09-02 2000 (BCC 7710)
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Joints in Steel Construction: Simple Joints
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