moment connection- tables
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CAPACITY TABLES AND DIMENSIONS FOR DETAILING
Contents Pages
Bolted End Plate Connection Capacity Tables Notes on use
Example Partial strength connections
Example Full strength connection
Example Connection with axial tension
Example Connection with axial compression
Beam tables
Beam tables
Column tables
Column tables
Design grade 43 steel
Design grade 50 steel
for M24 bolted connections
for M20 bolted connections
Portal Frame Connection Capacity Tables Notes on Use
Example
Eaves connection tables
Apex connection tables
Wind-Moment Connection Capacity Tables
Notes on use
Example
Beam and column tables
Dimensions
Material strengths & Fastener Capacity Tables
Steel strengths, bolt & electrode strengths
Ordinary bolts capacities
'HSFC' bolts capacities
Countersunk bolts - capacities
Weld capacities
Dimensions for Detailing Ordinary bolt assemblies
High strength friction grip assemblies
Bolt access dimensions
Holding down bolts Dimensions for :
Universal beams Universal columns Joists
142 - 144
145 - 146
147
148
149
150 - 165
166- 181
182 - 184
185 - 187
188
189
190- 198
199 - 201
202
203 - 204
205 -218
21 9
220
221
222
223 224
225
226
227
228
229 - 231 232 233
14 7
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Moment Connections
BOLTED END PLATE CONNECTIONS Notes on use of the Beam-to-Column Capacity Tables.
BEAM TABLES
Bolt row forces F,,, F,,
etc
ZFr
Beam P,
Moment capacity
Beam M,,
Bolt shear capacity
Mini haunches
Min. thickness of
haunch flange
Welds
The bolt row forces shown are the maximum available on the beam side of the connection, calculated using the procedures in Section 2.8. The standard end plate thicknesses adopted in the tables exceed the limit for full plastic force distribution quoted in Table 2.7, and therefore the triangular limit has been imposed in all cases. The sum of the bolt row forces, Z F, i s limited to the compression flange resistance. If the compression flange resistance governs, the bolt row forces have been reduced, starting a t the lowest row; the maximum values are shown in brackets below the reduced values.
ZF, is the sum of the maximum available bolt row forces, in tension, on the beam side when no axial forces are present.
Beam P, is the capacity of the beam compression flange. This is based on the smaller of the beam width or end plate width.
The moment capacity i s that of the beam side of the connection, calculated from the quoted bolt row forces.
M,, i s the moment capacity of the beam section.
The bolt shear capacities shown are the vertical shear capacity of each bolt row in the tension zone, and of each row in the shear zone. Bolt rows in the tension zone are shown in black. Bolt rows in the shear zone are shown in grey.
The bolt row forces are based on the lightest section in the serial size(s) covered.
The haunch flange and web are taken as being the same steel grade as that of the beam section
The minimum haunch depth used in the tables is one third of the section depth. Moment capacities are quoted for increasing depths of haunch, until M,, of the beam is exceeded, or the maximum haunch depth i s reached.
The maximum haunch depth i s taken as D, - T, - r, - 10.
It i s recommended that the mini haunch is made with the flange sloping at an angle of 30" to the beam flange. The capacity of the beam web in compression should be checked in accordance with Section 2, STEP 8.
If the haunch is built up from plates, the web plate should be of similar thickness to the beam web.
The minimum thickness shown for the haunch flange is that required for the flange to develop ZF,, based on the width of the flange being equal to the beam width, or the end plate width if this i s narrower. It is calculated using an angle of 30" between beam and haunch flange. The haunch flange width should be a t least as wide as the end plate or beam flange (whichever i s narrower).
If, after matching with the column resistance, ZF,is reduced from the quoted value, the minimum thickness of the haunch flange may be reduced in proportion to the reduction in ZF,.
Forces and capacities quoted in the tables are based on welds to design grade 43 beams being made with E43 electrodes to BS 639, and welds to design grade 50 beams being made with E51 electrodes to BS 639; all in accordance with Table 36 of BS 5950 Part 1.
It should be noted that the calculation of forces and capacities take account of the weld sizes shown. Weld sizes should not be changed without re-checking the connection.
742
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Bolted End Plate Capacity Tables
Tension flange weld
Web weld
Compression flange weld
Axial forces in the beam
The weld size is designated as a fillet weld (e.g. 8FW), a partial penetration butt weld with a superimposed 1 Omm fillet (e.g. 1 OFW+6pp), or a full penetration butt weld (FPB). The fillet welds and partial penetration welds are required around the whole flange to the junction with the root and beam web. The size i s calculated to provide a capacity which is not less than the maximum force from the top three bolt rows in an extended end plate, and the maximum force from the top two rows in a flush end plate, or equal to the full strength of the flange.
The sizes indicated for partial penetration butt welds with superimposed fillets take account of a 3mm loss of penetration a t the root of the weld. The detail is shown in Figure C1. The shear and tension stresses on the fusion faces have been checked in accordance with STEP 7 of the procedures in Section 2.
,Omm super- imposed fillet
PP=preparation
In many cases, a manual check using the actual bolt row forces may obviate the requirement for the partial penetration weld, but the fillet size quoted should not be reduced without re-checking the connection.
Figure C1 Partial penetration welds with superlmposed fillets
A continuous fillet weld each side of the web of the leg length shown provides a capacity not less than that of the beam web.
In the extended and flush end plate cases bearing contact between the compression flange and end plate is assumed, and nominal fillet welds are therefore prescribed. These weld sizes will also be satisfactory if bearing is provided in the haunched case. If a bearing fit is not specified, the welds between flange and end plate should be calculated manually.
The end plate should extend a minimum of the plate thickness plus weld leg length below the flange as shown in Figure C2. (The column tables are not valid if this recommendation is infringed) compression flange
LP %
+! Figure C2
End plate extension below
The tables assume axial force in the beam is zero. If present, the axial force should be considered to act a t the centre of compression and the applied moment modified accordingly (Section2, STEP 4). Worked examples on pages 148 and 149 show how the tables may be used to design the connection when axial force is present in the beam. Increased capacity with axial loads may be obtained when the rigorous method is applied to both the beam and the column.
Axial compression reduces the applied moment, and increases the force in the compression flange. This may require the bolt row forces to be reduced, starting with the lowest row if the beam compression flange capacity was (or becomes) limiting.
Axial tension increases the applied moment, and reduces the force in the compression flange. If, with no axial load, the compression flange i s limiting, then the reduction in force will allow an increase in bolt row forces, up to the maximum values available (shown in brackets in the tables).
The minimum flange thickness to the mini haunch is based on ZF, as explained on page 142. However, in the presence of axial compression, the minimum thickness should be increased in proportion to the actual flange force, compared to ZF, quoted.
743
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Moment Connections
trimming corner snipe
Serial Size
305 x 305
Stiffeners Weld 254 x 254
203 x 203 lOmm 8FW 12mm lOFW
COLUMN TABLES
M24 M20
Width Length Thickness Width Length Thickness
bK3 4 t S b?3 4 t S
100 180 10 75 150 10
100 180 10 75 150 10
100 180 10 75 150 10
80 150 12 75 150 10
Bolt row forces F,,, F,,
etc
I trimming corner snipe 1 < Y 1 <mm I
Compression capacity P,
I M24
Web panel shear
capacity, P,
I 305x305
Tension stlffeners
I bK3 I 4 t S I b?3 I 4 t S I I 100 I 180 I 10 I 75 I 150 I 10 I
The bolt row forces are the maximum acceptable on the column side of the connection calculated using the procedures in Section 2.8 for up to six rows of bolts.
The bolt row forces are calculated assuming 90mm vertical pitch. They are slightly conservative in an extended end plate detail where the second row i s 1 OOmm below the first row.
P, i s the maximum acceptable compression force on the column flange. Crushing resistance and buckling resistance are calculated using the stiff bearing lengths shown in Figure C3, and the lesser resistance is quoted.
Where the compressive force exceeds the resistance quoted, a pair of compression stiffeners may be provided, designed in accordance with Section 2, STEP 6A.
P, is the shear capacity of the column web and supplementary web plate when shown. Web panel shear must take account of beams connecting onto both column flanges and the direction of their respective moments. See Section 2, STEP 3.
25mm end plate
m 2Omm
end plate
'C 59mm
connections connections with M2O bolts with M24 bolts
Figure C3 Stiff bearing lengths
used in capacity calculations
A pair of rib stiffeners can be used to increase the resistance in the tension zone where either web tension or flange bending is limiting. The quoted bolt row forces in the Rib Stiffened column tables take this into account.
Stiffeners may be sized in accordance with Table T1, or designed in accordance with STEP 6C
I Table T1 Dimensions for tension stiffeners I
Supplementary web plate
A supplementary web plate can be used to increase web tension, shear and compression resistance. The Web Stiffened column tables take account of the increased web panel shear capacity and compression capacity available when a supplementary web plate, of the same grade steel as the column, is provided on one side only of the sections listed. The supplementary web plate should be sized in accordance with Section 2, STEP 6D. in the standard details shown, the web plate i s not required to increase web tension resistance, and "fill in" welds are not required.
744
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Bolted End Plate Capacity Tables
Worked Examples Using the Capacity Tables DESIGN EXAMPLE 1
H Design grade 43
V = 300kN V = 400kN H
V = 300kN M = 8OOkNm M = 8OOkNm M = lOOOkNm
Hogging Hogging Hogging Left hand connection.
Select 686 UB series beam table (Page 157) and try the unstiffened column (Page1 82)
From the beam table, choose the connection type which will develop a moment of at least 800kNm.
An extended end plate connection for a 686 x 254 x 152 has a capacity of 925kNm.
Tabulate the potential bolt row forces from the beam side of the connection alongside the potential bolt row forces from the column side of the connection, then choose the minimum force for each row and calculate the moment capacity by multiplying the bolt row forces by the respective lever arms.
Tension
Row No Beam side Column side Minimum Lever Moment (page 157) (page 182) arm capacity
7 364kN 375kN 364kN x 0.72m = 262kNm 2 396kN 304kN 304kN x 0.62m = 189kNm 3 338kN 287kN 287kN x 0.53m = 752kNm 4 280kN 287kN 280kN x 0.44m = 123kNm 5 223kN 287kN 223kN x 0.35m = 78kNm 6 165kN 287kN 765kN x 0.26m = 43kNm
TOTALS 1623kN 847kNm
:. Provide a standard extended end plate connection to the beam
Compression
Vertical Shear
Compressive force on column is 1623 kN, but the unstiffened column compression capacity is only 845kN (page 182).
.'. Provide a pair of compression stiffeners designed in accordance with Section 2 STEP 6A
Applied shear is 300 kN.
End plate thickness = 25mm
By inspection of page 22 1 for M24 8.8 bolts, bolt shear governs rather than bearing.
Bottom row dedicated to shear provides 264kN. Each tension row provides 106kN.
Connection resistance = 264 + (6 x 106) = 900kN > 300kN, OK
Column flange thickness = 20.5mm
Web Panel Shear Equal moments on each side result in zero applied web panel shear. (Note the unstiffened column resistance is 55 1 kN.)
Welds to End Plate as shown in table on page 15 1 Welds
Provide: Tension Flange 1 OfW+9pp
Web lOFW
Compression Flange - 8FW (bearing fit specified)
745 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
DESIGN EXAMPLE 7 (Continued)
Right hand connection.
The 686 UB series beam table on page 151 shows that a mini haunch 230mm deep will develop a moment of 1 130kNm, but it must be checked against the column side.
The potential bolt row forces are tabulated in a similar manner as shown for the left hand connection, and the accumulated moment capacity is also noted in order to check the number of tension rows needed, thus:
Tension
Row No. Beam side Column side Minimum Lever Moment capacity (page 151) (page 182) arm per row cumulative
Compression
Vertical Shear
396kN 394kN 394kN x 0.8Sm = 337kNm 337kNm 353kN 354kN 353kN x 0.76m = 269kNm 606kNm 311kN 301kN 301kN x 0.67m = ZOZkNm 808kNm 268kN 301kN 268kN x 0.58m = 156kNm 964kNm 226kN 301 kN 226kN x 0.49m = l l l k N m lO75kNm 183kN 301 kN 183kN x 0.4m = 74kNm 7149kNm
TOTALS 5Rows 1542kN 1075kNm
TOTALS 6Rows 1725kN 1 149kNm
The moment capacity for 5 rows will suffice.
:. Provide a standard 230 deep mini haunch connection to the beam with 5 rows of tension bolts.
Compressive force on column is 1542 kN, but the unstiffened column resistance is 964kN (page 182).
:. Provide a pair of compression stiffener$ designed in accordance with Section 2 STEP 6A
Applied shear is 400 kN.
End plate thickness = 2Smm By inspection of page 22 1 for M24 8.8 bolts, bolt shear governs rather than bearing. Bottom row dedicated to shear provides 264kN Each tension row provides 106kN Connection resistance = 264 + (5 x 106) = 794kN > 400kN OK
Column flange thickness = 2 1.7mm
Web Panel Shear The unstiffened web panel shear resistance is 703kN.
Welds
A supplementary web plate will only increase web panel shear resistance to 1244kN, whereas the applied web panel shear is 1542kN. A possible solution is to increase haunch depth with fewer bolt rows to reduce applied panel shear. A 400 deep haunch, 4 rows of tension bolts and supplementary web plate will be sotisfactory.
:. Provide a 400 deep haunch to the beam, and a supplementary web plate to the column
Welds to End Plate as shown in table on page 151
Provide Tension Flange - 10FW+9pp Web - lOFW Compression Flange - 8FW
(bearing fit specified)
146
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Bolted End Plate Capacity Tables
DESIGN EXAMPLE 2
Provide a full strength connection for beam to column as shown: 1 a'
305x 165x54 UB Design grade 50 H
V = 350kN V = 35OkN M = FullStrength
H M = FullStrength
Hogging ~ogging
Page 177 (305 UB series in design grade SO, M2O 8.8 bolts) shows Mu for a 305 x 165 x 54 UB = By inspection of the tables a 280mm deep mini haunch is required. The potential bolt forces an unstiffened column are obtained from page 185. Comparing beam and column bolt forces:
299kNm.
Tension Row No. Beam side Column side
(page 177) (page 185)
7 274kN 274kN Inspection shows that the column side 2 226kN 274kN forces are all equal or greater than the 3 179kN 274kN beam side. :. Beam side governs.
=F, 679kN
As the beam side governs for each bolt row, the connection moment capacity may be taken directly from the table, ie 3OOkNm.
:. Provide a standard 280 deep mini haunch connection to the beam (design grade 50 steel)
Compression The minimum haunch flange thickness is 1 Omm.
:. Provide a haunch cutting from the 305 x 165 x 54 beam section (T,, = 13.7mm).
Compressive force on the column ZFr = 679 kN c 1008kN OK (page 785)
Vertical Shear Applied shear is 350 kN. End plate thickness = 25mm By inspection of page 227 for M2O 8.8 bolts, bolt shear governs rather than bearing. Bottom row dedicated to shear provides 184kN Each tension row provides 74kN Connection resistance = 184 + (3 x 74) = 406kN > 350kN OK
Column flange thickness = 2 I . 7mm
Panel Shear 680kN applied The unstiffened column resistance (page 7 85) = 7 17kN
Welds as shown in table on page 177 (to be made with E51 electodes to BS 639).
> 679kN OK
Welds
:. Provide: Tension Flange lOFW Web 6FW Compression Flange - 8FW (bearing fit specified)
747
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Moment Connections
DESIGN EXAMPLE 3 In this example the bolt row forces on the beam side are adjusted to take account of the axial tension present in the beam. This approach will produce conservative results. Increased capacity may be obtained by following the rigorous approach.
Design a connection for the configuration and forres shown which include axial tension:
Tension
Compression
Panel Shear
H Design grade 43
H V = lOOkN M = 90kNm T = 60kN (Axial tension)
Try an extended endplate M20 bolts (page 159) ZFf = 639kN.
Due to the axial tension, the sum of the bolt row forces ZFf will no longer be limited to the beam flange compression capacity. The bolt row forces may be increased, up to the maximum values shown (in brackets).
ZFf may be increased to 639 + 60 = 699kN
By inspection of the table,
Ff3 can be increased by 46kN from 7 42kN to 188kN (maximum). Ff, can provide the remaininng 7 4kN.
Comparing beam and column bolt row forces :
RowNo. Beam Column Minimum Lever Arm Moment (page 159) (page 185) capacity
1 226kN 198kN 198kN x 0.39m = 77kNm 2 274kN 97kN 97kN x 0.29m = 28kNm 3 188kN 90kN 90kN x 0.2Om = 18kNm 4 14kN 90kN 14kN O.1lm = 2kNm
TOTALS 399kN Z= 125kNm
Modified moment (STEP 4):
M , = 9 0 + ( 6 0 ~ D , , / 2 ) = 9 0 + ( 6 0 ~ 0 . 1 7 6 ) - - IOlkNm e l25kNm OK In practice, row 4 makes a very small contribution to the moment capacity, and could be omitted. Omitting row 4, ZF, = 198 + 97 + 90 - - 385kN
Resolving, the compression force, F, = 385 - 60 = 325kN
From page 185, P, - - 33 1 kN > 325kN satisfactory
From page 185, P, - - 245kN < 325kN unsatisfactory
Two solutions are possible without increasing the column weight or grade: (a) provide shear stiffening. (b) reduce Z F, and F, by providing a haunch. or
Vertical Shear and welds are considered in similar manner to examples 1 and 2
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Bolted End Plate Capacity Tables
DESIGN EXAMPLE 4 In this example the bolt row forces on the beam side are adjusted to take account of the axial compression present in the beam. This approach will produce conservative results. Increased capacity may be obtained by following the rigorous approoch.
Design a connection for the configuration and forces shown which include axial compression:
356x171 x57UB Design grade 43
H V = lOOkN
H I M = 15OkNm
C = 1 OOkN (Axial compression) Try an extended endplate M20 bolts (page 159) CF, = 795kN
Compression (beam side)
Axial compression contributes to the force in the compression flange,
= 861kN Pcrbcom) (Page 1 5 9)
resolving, maximum total tension = 861 - 100 = 761 kN
Tension CF, is limited to 761kN
Thus the bolt row forces must be reduced by 795 - 761 = This can all be deducted from row 4, ie F,, = 105 - 34 =
34kN 71 kN
Comparing beam and column bolt row forces : RowNo. Beam Column Minimum Lever Arm Moment capacity
(page 159) (page 185) per row cumulative 1 226kN 21 1kN 2 l l k N x 0.39m = 82kNm 82kNm 2 274kN 172kN 172kN x 0.29m = SOkNm 132kNm 3 190kN 118kN 118kN x 0.20m = 24kNm 156kNm 4 71kN 118kN 71kN x O.1lm = 8kNm 164kNm
TOTALS 3 Rows 501kN TOTALS 4 Rows 572kN
The modified moment (STEP 4)
156kNm 164kNm
Mm = 1 5 0 - ( I 00 x DJ2) = 1 5 0 - ( I 00 x 0.1 79) = 132kNm e 756kNm
The moment capacity for 3 rows will suffice
Compression Resolving, the compression force, F, = 507 + 100 - - 601 kN (column side)
Frompage 185, Pc = 379kN < 601kN unsatisfactory
Panel Shear From page 185, P, = 272kN e 601kN unsatisfactory
Two solutions are possible without increasing the column weight or grade:
(a) provide diagonal and compression stiffeners. or (b) reduce CF, and F, by providing a haunch.
Vertical Shear and welds are considered In similar manner to examples 1 and 2
749
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Moment Connections
MOMENT CAPACITIES 762 x 267 UB DESIGN GRADE 43
I EXTENDED END PLATE 1 25 75 100 75
50 40 60 90 90 90 90
1095 1900 ,% I1 It
1083 1640 E 4 1004 1370
MINI HAUNCH - FOR ALL 762 x 267 UBS 250 - 25
ff Haunct Depth
mm
260
300
350
400
450
500
550
-
- FIl kN
396
396
396
396
396
396
396
-
-
F,
207
kN -
21 5
223
231
239
246
251 -
1809
1832
1858
1882
1900
191 7
1931 -
- Aomen :apacir
kNm
1357
1444
1553
1664
1773
1882
1989 -
Min. thickness iaunch Flange
mm
23
23
24
24
24
24
25
minimum recommended haunch depth.
WELDS 1 Serial Tension Flange Size
Compression Flange in
direct bearing mm
8FW
147 1OFW+9pp lOFW lOFW
173 1oFW+9pp low
See: Notes - pages 142- 143
Examples - pages 145 - 149
Column tables - pages 182 - 184
~
Bolt Shea Capacity kN per row
5 % I1 I1
il! E S
750
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MOMENT CAPACITIES
ZF, kN
1406
1402
1400
1395
Beam Capacity Tables
Beam Moment P, Capacity kN kNrn
2198 672
1948 665
1762 659
1503 652
686 x 254UB DHIGN GRADE 43
WELDS Serial Tension Flange Web Compression Size Flange in
Extended Flush direct bearing mm mm rnm mrn
152 10FW+9pp lOFW lOFW 8FW
125 l2FW low low 8FW
686 x 254 x 1 70 1 OFW+9pp 1 OFW 12FW 8FW
140 10FW+9pp lOFW lOFW 8FW
250 x 25 END PLATE - DESIGN GRADE 43 M24 8.8 BOLTS
I FLUSH END PLATE I
minimum recommended haunch depth.
See: Notes - pages 142- 143
Examples - pages 145 - 149
Column tables - pages 1 82 - 184
25 fl
250 - 75 100 75
15 60 90 90 90 90
Serial Size
686x 254 x 170
152
140
125
- FIS kN - 166
165
164
162 -
1330
1060
I EXTENDED END PLATE I 25
250 .r
50 40 60 90 90 90 90
I
Serial Size
686x254~170
152
140
125
I MINI HAUNCH - FOR ALL 686 x 254 U6s
Beam Moment Beam Bolt Shear P, Capacity M, Capacity kN kNm Wm kNperrow
2198 934 1490 8 3
1948 9 Z 1330 I' I'
1762 919 1210 z z 1503 838 1060 1
- N
2 5
25 ff
250 - 75 100 75
15 60 90 90 90 90 90
Haunch FfZ Ff3 Fr4 kN kN kN
353 311 268
354 313 271
357 317 278
359 321 284
361 325 290
362 329 295
FIS kN - 226
230
239
24 7
254
261
F, j3 kN
183 1737
188 1752
199 1786
210 1817
219 1845
228 1871
Moment Capacity
kNm
1130
1172
1279
1387
1497
1611
Min. thickness Haunch Flange
24
olt Shear Iapacity
757
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Moment Connections
F,, kN
33z
331
330
MOMENT CAPACITIES
F, kN
268
265
264
610 x 305 UB DESIGN GRADE 4 3
ZF, kN
1564
1556
1552
250 x 25 END PLATE - DESIGN GRADE 43
FLUSH END PLATE M24 8.8 BOLTS
Beam Momen! P, Capacit) kN kNm
2912 775
2189 754
1827 743
ZF, kN
1498
1529
1556
1579
1601
1620
1637
1651
Momen Capacib
kNm
882
972
1064
1157
1250
1344
1438
1548
Serial Size
61 0 x 305 x 238
Tension Flange Web Compr&on Extended Flush Flange in
mm mm mm mm
1 OFW+9pp 1 OFW 1 OFW+8pp 8FW
direct bearing
, 250 , Aoment I Beam I B o K Zapacity M, Capacity
kNm 1 kNm 1 kNperrow
536 1980 5 5 ll II
F 8
G -
519 1460 R 5 .E ; ;i 510 1210
D
EXTENDED END PLATE Serial Size
61 0 x 305 x 238 364
179 364 7 149 364
- F, kN -
204
200
198
-
- Beam
kNm Mu
301t Shear Capacity 25
396 1980
1460
1210
-
396
396
I
I MINI HAUNCH - FOR ALL 610 x 305 UBs qq kN kN kN
- F,, kN
203
21 5
226
236
244
252
259
266
-
-
I 25
250 - Min. thickness iaunch Flange
rnm
Bolt Shear Capacity kN per row
5 100 75 15 60 90
90
90
90
n 19
19
20
20
20
21
21
21
* minimum recommended haunch depth.
5 maximum recommended haunch depth.
See: Notes - pages 142 - 143
Examples - pages 745 - 749
Column tables - pages 182 - 184 179 1OFW+9pp lOFW lOFW I l l 8FW
149 IlOFW+9ppI lOFW I lOFW 1 8FW
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Beam Capacity Tables
250 - 25 75 100 75
15 6o 90 90 90
MOMENT CAPACITIES
Serial Size Frl F,, F,, F,. ZF,
kN kN kN kN kN
6 1 0 x 2 2 9 ~ 1 4 0 396 331 265 200 1192
125 396 330 264 199 1189
113 396 330 264 197 1187
101 396 329 263 196 1184
250 x 25 END PLATE - DESIGN GRADE 43
Serial Size
6 1 0 x 2 2 9 ~ 1 4 0
125
113
101
670 x 229 UB DESIGN GRADE 43 M24 8.8 BOLTS
Beam Moment Beam F,l F, F, F,, F,, ZF, P' Capacity M, kN kN kN kN kN kN kN kNm kNm
364 396 331 265 200 1556 1887 754 1100
335 396 330 264 199 1524 1665 729 973
335 396 330 264 140 1465 1465 707 871
(197)
371 396 329 200 0 1297 1297 665 794
(263);196)
610x 229 x 140
125
113
101
Beam Moment P, Capacity
1887 519
1665 514
1465 509
1297 t 503
direct gearing mm mm mm mm
lOFW+lOpp l2FW lOFW 8FW
FPB l2FW lOFW 8FW
FPB 12FW 8FW 8FW
l2FW l2FW 8FW 8FW
EXTENDED END PLATE 25 n blt Shear
Capacity kNper row
MINI HAUNCH - FOR ALL 61 0 x 229 UBS Haunch
250
F,l kN -
396
396
396
396
F,Z kN -
347
350
353
356
WELDS
- F,3 kN -
298
305
31 0
31 5
- F,, kN -
250
259
268
275
minimum recommended haunch depth.
Serial Size Extended Flush Flanae in
1 Tension , Flange I Web I Compression I See: Notes - pages 142- 143
Examples - pages 145- 149
Column fables - pages 182 - 184
Bolt Shear Capacity kN oer row
753
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
Fr3 kN
246
244
244
24 3
242
-
533 x 270 UB DESIGN GRADE 43 M24 8.8 BOLTS
Beam Moment Beam BoltShea F,4 ZF, P, Capacity M, Capacity kN kN kN kNm kNm kNperrm
1170 1133 1674 418 849
169 1129 1470 412 749 - N
168 1128 1356 410 694
166 1124 1257 406 651
104 1061 1061 389 :164)
8 %
hlk
MOMENT CAPACITIES
250 P ‘5 100 75
15 60 90 90 90
250 x 25 END PLATE - DESIGN GRADE 43
-
I FLUSH END PLATE
F,, kN
Beam Moment Beam BoltSheai F,, F,, ZF, P, Capacity M, Capacity kN kN kN kN kNm kNm kNperrow
533 x 210 x 122
109
101
92
82
335
335
335
371
364
246
244
244
171
170
169
62 (1 68)
0 243)(166) 0 0
242)(164)
1468
1464
1356
1258
1061
1674 610
1470 603
1356 579
1257 563
1061 499
849
749
694
651
566
5 5 II !! o)
8; .E c) .P 5
F,, kN
173
180
195
208
=Fr
kN
1423
1440
1478
1512
737
826
22
22
Serial Size
533 x 210 x 122
109
101
92
82
Tension Flange Extended Flush
mm mm
FP8 12FW
FPB 12FW
FPB 12FW
12FW 12FW
lOFW 12FW
Serial Size 1 396
533 x 210 x 122
109
101
92
82
l 321
320
320
31 9
31 9
EXTENDED END PLATE - F,, kN
396
396
396
396
396
-
-
250 Serial Size
kN
321
320
320
31 9
301 31 9:
MINI HAUNCH - FOR ALL 533 x 210 UBS - Haunch Depth
mm -
- Fr4
kN - 229
234
245
256
-
F, F,,
341 285
342 288
346 296
350 tk 303
250 -.- - lolt Shear Capacity
tN per row
L3
n 15 60 90 90 90 90
180’ 396
200 396
250 396
916 I 23 300 396
* minimum recommended haunch depth.
WELDS - Web
mm
1 OFW
1 OFW
8FW
8FW
8FW
Compressior Flange in
direct bearins mm
8FW
8FW
8FW
8FW
8FW
See: Notes - pages 142- 143
Examples - pages 145 - 149
Column tables - pages 182 - 184
754
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables
Fl, FIZ Fl3 kN kN kN
274 212 150
274 212 149
274 211 148
274 211 148
274 210 147
MOMENT CAPACITIES
Beam t F l p, kN kN
636 1402
635 1261
633 1136
632 1063
631 929
457x 797 UB DESIGN GRADE 4 3
592
535
504
456
405
200 x 20 END PLATE - DESIGN GRADE 4 3 MZO 8.8 BOLTS
X f - g 5
.e ;e Y g 5 c j - tl
a -!?, c s
FLUSH END PLATE
Beam P, kN
1402
1261
1136
1063
929
Serial Size
Moment Beam Capacity M,
kNm kNm
319 592
316 535
316 504
314 456
309 405
Women tapacit]
kNm
207
205
203
201
199
-
-
din. thickness launch Flange
mm
Bolt Sheai Capacity kN per row
14
14
1s
15
g i 8 " .P g; gzJ
c s
- .'1
200
85 90 55 -
15 60 90
90
kN per r m
457 x 191 x 98
89
82
74
67
EXTENDED END PLATE 200
___r 5.90_55
- Bolt Shea Capacity kN per r m
X S
g z gc .e '& g ,
- II II
L
c s
- .U
Serial Size
20 FIZ kN
274
- f 457 x 191 x 98
89
82
74
67
226
230
274
2 74
230
226
-
274
274
-
MINI HAUNCH - FOR ALL 457 x 191 UBS - =Fl kN
82 1
844
864
879
891
-
902 -
- domenl Zapacit)
kNm
Haunch Depth m m
200
55 90 5. 20 n 15 60 90
90
90
150'
200
250
300
350
400
351
401
45 1
501
55 1
602 -
13
14 X f - II II
minimum recommended haunch depth.
- Web
mm
1 OFW
8FW
8FW
8FW
8FW
Flange Flush
mm
1 OFW
1 OFW
1 OFW
1 OFW
1 OFW
t o m pression Flange in
lirect bearing mm
8FW
8FW
8FW
8FW
8FW
See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
Size
1 OFW
755 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
1076
963
877
783
640
MOMENT CAPACITIES
310 477
307 430
313 396
294 353
255 301
457x 152 UB DESIGN GRADE 43 M20 8.8 BOLTS
Serial Size
457 x 152 x 82
74
67
60
52
200 x 20 END PLATE - DESIGN GRADE 43
Tension Extended
mm
FPB
FPB
l2FW
lOFW
8FW
I FLUSH END PLATE I LUV v
55 90 55 15 60 90
90
Serial Size Fr3
kN
149
- Cap a E i ty kN per row
cyo
- 457
- 82
74
67
60
52
x l 5 2 x
148
147
147
146
EX TENDED END PLATE I 200 Beam Moment Beam
P, Capacity M, kN 1 kNm 1 kNm
20 Serial Size
457 x 152 x 82
74
67
60
52
Bolt Shear Capacity kN per row
.P g; C r a m - .U
5 9055
MINI HAUNCH - FOR ALL 457 x 152 UBS - Bolt Shea Capacity kN per row
- F,, kN -
135
147
157
165
173
179
- =Fr kN -
81 8
841
85 9
873
885
896 -
ff 345 17
394 17
443 17
493 18
542 18
592 18
minimum recommended haunch depth. WELDS
Compression Flange in
direct bearing Flush
12FW
12FW
6FW
See: Notes - pages 142- 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
756
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables
Beam F,, ZFr P, kN kN kN
131 608 1067
130 606 984
129 604 876
128 603 745
MOMENT CAPACITIES
Momen Capacit
kNrn
168
166
164
162
406x 778 UB DESIGN GRADE 43
200 x 20 END PLATE - DESIGN GRADE 43 MZO 8.8 BOLTS
FLUSH END PLATE I Serial 200 -
EXTENDED END PLATE 20
50 40 60 90
90
415) ' 5 II II
MINI HAUNCH - FOR ALL 406 x 178 UBS
20 n 15 60 90
90
90
Haunch Depth
mm
130'
150
200
250
300
-
F,, kN -
2 74
274
274
274
274
-
WELDS Serial Size
4 0 6 ~ 1 7 8 x 7 4
67
60
54
Tension
Extended
rnm
12FW
12FW
1 OFW
8FW
Flange Flush
rnrn
1 OFW
1 OFW
1 OFW
8FW
Web
rnrn
8FW
8FW
6FW
6FW -
Zompressiol Flange in
irect bearin! mrn
8FW
8FW
8FW
6FW
* minimum recommended haunch depth.
See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 785 - 187
757
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Pc kN
614
469
Moment Beam BoltShear Capacity Mcr Capacity
kNm kNm kNperrow
x 3
E 5 $ 5 s s
I-.
162 245 II II
139 198 .- 4- $ 3
= i
787
3168
839
856
293
342
391
439
8FW
8FW
8FW
8FW
Moment Connections
MOMENT CAPACITIES 406x 140 UB DESIGN GRADE 43
200 x 20 END PLATE - DESIGN GRADE 43 MZO 8.8 BOLTS 1 I FLUSH END PLATE I ~ 200 ~ Serial
Size
15 60 90
90 406 x 140 x 46
39
(200:
EXTENDED END PLATE - 3ean
P C kN -
61 4
469
-
Serial Size
Bean
kNm M,
200 55,90 $5‘ 20
ff Momeni Capacit)
kNm
blt Shear Capacity [N per row 50
40 60 90
90
~ _ _
406 x 140 x 46 61 4 218
178
245
198 39 469
I MINI HAUNCH - FOR ALL 406 x 140 UBs I ~ 200 ~
- Haunch Depth
mm
130’
-
150
200
250
300
-
- ‘4
kN - 113
119
134
146
156
-
Momenl XFr Capacig
kN 1 kNm
din. thickness launch Flange
mm
Bolt Shear Capacity
kN per row
20 n Fr1 kN -
274
2 74
274
274
274
-
Fr2 kN
221
-
222
227
231
231
-
Fr3 kN
166
-
171
181
189
19s
-
15 60 90
90
90
. .
773 275 17
18
18
19
19
x 3 c
I1 I1
minimum recommended haunch depth.
I WELDS Serial Size
Tension Flange Extended I Flush See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
Flange in direct bearins
6FW 6FW
mm I mm
I ’9 758
\
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables /
356x 171 UB DESIGN GRADE 43
ZF, kN
640
652
670
684
695
MOMENT CAPACITIES
Moment Min. thickness Bolt Shear Capacity Haunch Flange Capacity
kNm mm kNperrow
213 12
236 12
X I 3
a r , 274 12 .- s s
$ 3
r
II I1
- r n
= i 313 12
352 13
200 x 20 END PLATE - DESIGN GRADE 43 MZO 8.8 BOLTS
Haunch Depth mm
F,, kN
12FW
1 OFW
1 OFW
8FW
lOFW 8FW
lOFW 6FW
lOFW 6FW
8FW 6FW
I FLUSH END PLATE Serial Size
Beam Moment F,, F,* F,, ZF, P, Capacity kN kN kN kN kN kNm
274 191 107 572 1047 133
274 190 105 569 861 130
274 189 104 567 759 129
274 188 102 564 639 127
200 55 90 55
15 60 90
90
20 n
356x171 x67
57
51
45
I EXTENDED END PLATE zoo
55 90 55 7
50 40 60 90
90
Serial Size
20 Fr2 kN
Capacity kN per row
356x171 x67
57
51
230
226
226
274
274
274
45 222 274
.L 356~ UB5 171 MINI HAUNCH - FOR A
200 - 55 90 55
15 60
90
90
20 n I
120.
150
200
250
300
2 74
274
274
274
2 74
minimum recommended haunch depth.
I WELDS Compressioi
Flange in direct bearin!
mm
Size
See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
8FW
8FW
6FW
6FW
356x171 x67
45
759
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
~~
Moment Connections
F,, kN
274
274
MOMENT
Beam Moment Beam Bolt Shear F, F,, ZF, P, Capacity M, Capacity kN kN kN kN kNm kNm k N p e r r w
x z
B r , .- s s
188 57 519 519 122 180 II II
(1 02)
136 0 410 410 104 148 $ Y
(1 87) (1 00) c .U - z
CAPACITIES
Haunch Depth mm
120.
356 x 727 UB DESIGN GRADE 4 3
Moment Min. thickness Bolt Sheai F,, F,, F,, ZF, Capacity Haunch Flange Capacity kN kN kN kN kNm mm kNperrow
x s
$ 5 274 212 151 637 209 16 wr,
.- s s $ 3
2
r I1 I1
u r n c .U
200 x 20 END PLATE - DESIGN GRADE 43
FLUSH END PLATE
MZO 8.8 BOLTS
200 - 55 90 55
15 60 90
90
Serial Size
356 x 127 x 39
33
EXTENDED END PLATE 20
200 55 90 55 *------*
15 60 90 90
WELDS Serial I Tension Flanae I Web I ComDressior Size 1-1 I direct'bearin: Flange in
8MI 6MI
minimum recommended haunch depth.
See: Notes - pages 742 - 743
Examples - pages 745 - 749
Column tables - pages 185 - 187
7 60
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables
ZF, kN
673
672
648
MOMENT CAPACITIES
Beam Moment Beam P, Capacity Mu kN kNm kNm
880 171 232
753 169 198
648 163 172
305x 165 UB DESIGN GRADE 43
305 x 165 x 54
46
40
200 x 20 END PLATE - DESIGN GRADE 43 MZO 8.8 BOLTS
mm
10FW
lOFW
8FW
FLUSH END PLATE - ZF,
kN -
44 7
446
445
-
- ham
pc
kN -
880
753
648
-
- 3ean
MU
kNm -
232
198
172
-
Serial Size
Bolt Shear Capacity
kN E r row
X f
8 5 .- E s
r
II II
200 55 9055 20
15 60 90 305 x 165 x 54
46
40
274
274
274
173
172
171
EXTENDED END PLATE - F,, kN -
173
172
152 171:
-
I Serial Bolt Shear Capacity kN per row
Size
305 x 165 x 54
46
40
200 55 90 55 20
ff 50 40 60 90
MINI HAUNCH - FOR ALL 305 x 165 UBS Haunch Depth Fr, Fr,
201 128
207 140
212 150
216 158 t 220 166
Min. thickness Haunch Flange
mm
Bolt Shear Capacity IN per rov
X f
= 8 8 5 .- cos
r
II II a l L
Moment Capacity
kNm F,, kN -
274
274
274
274
2 74
-
“r kN -
15 60 90
90
100
130
160
190
220
604
621
636
647
661
165
187
209
227
255
12
12
12
12
13
minimum recommended haunch depth.
WELDS
Size Web
mm -
6FW
6FW
6FW
-
Flange Flush
mm
Compression Flange in
direct bearing mm
8FW
6FW
6FW
See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185- 187 1 OFW
1 OFW
8FW
767 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Momen t Connections
ZF, kN
673
579
509
305 x 727 UB DESIGN GRADE 4 3 M20 8.8 BOLTS
Beam Moment Beam P, Capacity MU kN kNm kNm
675 171 194
579 155 168
509 142 149
F,, ZF, kN kN
128 603
140 621
150 636
Moment Capacity
kNm
163
185
207
200 x 20 END PLATE - DESIGN GRADE 43
I FLUSH END PLATE Serial Size 200
55 9055
15 60
90
Capacity
675 305 x 127 x 48 274 173 447
579 42 274
37 274
171 445
171 445 509 149
I I I
EXTENDED END PLATE Bolt Shear Capacity I kN per row
I - Fr3 kN - 173
79 (1 71
13 [171 -
200 55 90 55
50 40 60 90
20 n 226 274 T
I
226 274
222
-
2 74
- I
I MINI HAUNCH - FOR ALL 305 x 127 UBS Min. thickness Haunch Flange
mm
Bolt Shear Capacity :N oer row
Haunch Depth 200
"5 90 55
15 60
90
90
w 100
130
160
274
274
274
201
207
21 2
15
16
16
minimum recommended haunch depth.
I WELDS
Flush '' Compressioi Flange in
direct bearin mm
Tension Extended
mm
Serial Size
3 0 5 x 1 2 7 ~ 4 8 1 OFW 8FW
8FW
6FW
See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
1 OFW
8FW
7 62 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables
305x 702 UB DESIGN GRADE 4 3
ZF, kN
426
349
266
MOMENT CAPACITIES
Beam Momenl P, Capacit) kN kNm
426 128
349 107
266 a6
200 x 20 END PLATE - DESIGN GRADE 43 MZO 8.8 BOLTS
F,, ZF, kN kN
127 601
FLUSH END PLATE
Moment Capacity
kNm
161
Serial Size
305 x 102 x 33
28
25
Tension Extended
mrn
8FW
8FW
6FW
- )can
p,
kN - 426
349
266
-
Bolt Shear Capacity
kN wr row
x s E 5 r?r, .- s 9 $I!
- 2
c I1 II
r r n c .U
Serial Size
305 x 102 x 33
28
200 55 9055
15 60 90
20
ff (1 74)
(1 73)
25 I 92.4
I EXTENDED END PLATE I 7 92.4
Serial Size
305 x 102 x 33
Bolt Shear Capacity 200
55 90 55 20 ff
0 (1 74
222 204
222 127 0 (1 73 (274
219 47 (274
0 (172
MINI HAUNCH - FOR ALL 305 x 102 UBS Haunch Depth
Min. thickness Haunch Flange
mm
Bolt Sheai Capacity .N per rot
x s
E 5 8 5 .- s 9 $I!
c II ll
- r n C "
200 i5 90 55'
15 60
90
90
F,, kN
100 2 74
-
200
-
19
minimum recommended haunch depth.
I WELDS I
Flanae Web
mrn
Compression Flange in
direct bearins mm
Flush
mm
See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
8FW
8FW
6FW
6FW
6FW
6FW
-
6FW
6FW
6FW
7 63
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
ZF, kN
420
,419
416
MOMENT CAPACITIES
Beam Moment Beam Boltshear P, Capacity M, Capacity kN kNm kNm kNperrow
3 720 68 156 x 1
II 2
614 67 133 8 9
* m 484 65 109 %I .U
- 0
s 4 .- s g 2%
254 x 146 UB DESIGN GRADE 43
254 x 146 x 43
37
200 x 20 END PLATE - DESIGN GRADE 43
FLUSH END PLATE
M20 8.8 BOLTS
274
274
31 274
Serial Size
2 5 4 x 1 4 6 ~ 4 3
37
31
Beam Moment Beam Boltshear F,, F, F,, ZF, P, Capacity M,, Capacity kN kN kN kN kN kNm kNm kNperrow
3 226 274 146 646 720 134 156 x
II B 222 274 118 614 614 129 133 E;
(145: 8 9 .- E3
222 262 0 484 484 113 108 5 3 (274) (142)
F,, kN
93
102
118
132
Moment ZF, Capacity kN kNm
550 116
564 127
589 148
609 169
Web
mm
6FW
6FW
6FW
Compression Flange in
direct bearing mm
8FW
6FW
6FW
Serial Size
kN F,2 kN 20
ff 15 60
90 146
145
142
EXTENDED END PLATE
20
n 50 40 60
90
MINI HAUNCH - FOR ALL 254 x 146 UBS Haunch Depth
Min. thickness Haunch Flange
mm
Bolt Shear Capacity iN per rov
15 60
90 3
w - h II 85
100
130
160
274
2 74
274
274
-
183
188
196
204
-
12
12
13
13
minimum recommended haunch depth. ' I WELDS Serial Size
254 x 146 x 43
Tension Extended
mm
Flange Flush
mm
1 OFW
8FW
8FW
1 OFW
BFW
8FW
See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
I 64 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables
Moment F,, Fr, ZFr Capacity kN kN kN kNm
183 92 548 115
MOMENT CAPACITIES
Min. thickness Bolt Shea Haunch Flange Capacity
mm kN per ro1
ITS
e : 8 5 s s $ 3
- II II
17 .-
254 x 702 UB DESIGN GRADE 43
200 x 20 END PLATE - DESIGN GRADE 43 MZO 8.8 BOLTS
I FLUSH END PLATE Serial Size
Bolt Shear Capacity kN per row
ITS - I1 I1
Fr1 kN
15 60
90
254 x 102 x 28
25
22
274
274
266 (274:
71.6
I EXTENDED END PLATE
Size
254 x 102 x 28 50 40 60
90
MINI HAUNCH - FOR ALL 254 x 102 UBS Haunch Depth
15 60
90
85
WELDS - Web
mm -
6FW
6FW
6Fw
Flanqe Zompression Flange in
lirect bearing mm
Serial Tension Size Flush
mm
254 x 102 x 28 ::I !i See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
8Fw
6FW
6FW
6FW
6FW
6Fw
I 65
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
Haunch
mm
350
400
450
500
550
600
650
I 700
Depth
762 x 267 UB DESIGN GRADE 50
F,, F, kN kN
396 361
396 363
396 365
396 366
396 367
396 368
396 369
396 370
MOMENT CAPACITIES
19
19
19
19
250 x 25 END PLATE - DESIGN GRADE 43 M24 8.8 BOLTS
0 , L . 82 Y $ 3 .- 6 3
FLUSH END PLATE l- -
Moment tapacity
kNm
- Beam
kNm M c x
Serial Size
Bolt Shear Capacity kN per row
250 2 5 n
762 x 267 x 19i
173
147
243 1191 2470
2140
1780
-
805
795
780
EXTENDED END PLATE - Beam
kNm Mcx -
2470
2140
1780
250 75 100 75 - *--
Serial Size
25 ,olt Shear Capacity N per row
Fr4 kN -
294
293
292
F,, kN -
24 3
241
240
Fr6 kN -
191
I90
188
50 40 6 0 90 90 90 90
762 x 267 x 197
173
147
MINI HAUNCH - FOR ALL 762 x 267 UBS - Fr6 kN
223
231
239
246
252
25 7
262
267
-
-
Momer ZF, Capacit kN kNm
1858 1558
1882 1669
1900 1777
1917 1888
1932 1996
1946 2104
1956 2211 I 1964 2317
250 I I I 25 ff
---? 75 100 75
Min. thickness launch Flangr
mm
18
18
19
Bolt Shear Capacity kN per row
327
330
330
329
328
327
326
325 -
WELDS Serial Size
Tension Flange I Web Compressior Flange in
direct bearins mm
8FW
8FW
8FW
See: Notes - pages 142- 143
Examples - pages 145 - 149
Column tables - pages 182 - 184
mm
12FW -
762 x 267 x 197
173
147
12FW
1 OFW
1 OFW+7pp
I66
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables
Beam P, kN
2862
2536
2294
1956
MOMENT CAPACITIES
Moment Beam Bolt Shear Capacity M, Capacity
kNm kNm kNperrow
934 1940
925 1730 I' I'
5s
ii 919 1570 8 9
916 1380
686 x 254 UB DESIGN GRADE SO
F,, kN
396
396
396
396
-
250 x 25 END PLATE - DESIGN GRADE 43 M24 8.8 BOLTS
Moment ZFr Capacity
' kN 1 kNm
1752 1172
I FLUSH END PLATE I
1786
1817
1845
1870
1279 18
1387 18
1503 18
1612 18
Serial Size
~
Tension Flange Web
Extended Flush mm mm mm
Serial Size 1 396
Beam Moment P, Capacity kN kNm
2862 672
2536 665
2294 659 t 1956 652
; 1570
250 - 75 100 75
15 60 90 90 90 90
Fr2 kN
25 f l kN per row
686 x 254 x 170
152
140
125
339 281
338 280
338 280
338 279
I EXTENDED END PLATE I 250
50 40 60 90 90 90 90
25
I MINI HAUNCH - FOR ALL 686 x 254 UBs Haunch Depth
mm Fr2 kN
354
35 7
359
361
362
364
365
367
367
-
250 - 75 100 75
15 60 90 90 90 90 90
Min. thicknes! Haunch Flangi
mm
17
k l t Shea Cap a c i ty tN per rov w Fr4
kN
271
278
284
290
295
300
304
308
31 0
- Fd kN - 31 3
31 7
321
325
328
326
325
323
323 -
250
300
350
400
450
500
550
600
aa 5
396
396
396
396
196
1888
1905
1919
1932
1718
1826
1933
2021
19
19
19
19
f maximum recommended haunch depth.
I WELDS 1 Compression
Flange in direct bearing
mm See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 182 - 184 12FW
7 67 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
250 - 15 60 90 90 90
6 7 0 x 305 UB DESIGN GRADE 50 M24 8.8 BOLTS
Serial Size
610 x 305 x 238
179
149
MOMENT CAPACITIES
F,l F,z kN kN
396 348
396 351
396 354
396 356
396 358
396 362
396 360
396 364
250 x 25 END PLATE - DESIGN GRADE 4 3
F,, kN
300
306
311
316
320
328
324
327
885
976
1068
15
15
15 55 1160
1253
1347
1441
1555
I1 16
16 t ! 16
16
16
Serial Size
61 o x 305 x 238
179
149
Tension Extended
m m
1 ow+7pp
1OFW+7pp
1OFW+7pp
EXTENDED END PLATE - F,* kN -
204
200
198
-
- Beam
p, kN
- nomen zapaci!
kNm
- Beam
kNm Mu
Serial Size
Bolt Shear Capacity kN per row
25
50 40 60 90 90 90
61 0 x 305 x 238
179
149
1564
1556
1552
3792
2850
2379
-
775
754
743
-
25 70
1900
1580
-
MINI HAUNCH - FOR ALL 610 x 305 UBS 250 I Haunch Moment Min. thickness Bolt Shea
Capacity Haunch Flange Capacity kNm 1 mm I kNperrm
1499
1530
1557
1580
1601
1620
1638
1654 - minimum recommended haunch depth.
5 maximum recommended haunch depth.
See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 182 - 184
WELDS Flange Flush
m m
Flange in
m m
1 OFW
1 OFW
1 OFW - I68
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables
F,, kN
396
396
396
396
396
396
396
396
MOMENT CAPACITIES
F,2 F,, kN kN
347 299
351 305
353 311
356 315
358 316
360 314
362 313
363 310
6 7 0 x 229 UB DESIGN GRADE 50
250 x 25 END PLATE - DESIGN GRADE 43
FLUSH END PLATE
M24 8.8 BOLTS
- Fr2 kN - 331
330
330
329
-
, 250 I Beam I Moment I Beam Serial
Size
610 x 229 x 140
125
113
101
Bolt Sheai Capacity kN per row
=F, kN -
1192
189
187
184
-
F13 kN - 265
264
264
263
-
Fr. kN - 200
I99
I97
I96
-
Frl kN - 396
396
396
396
-
i s 100 7; 15 60 90 90 90
2456
21 68
1907
519
514
509
1430
1270
1130
EXTENDED END PLATE 7 I Serial I I Bolt Shear
Capacity kN per row
53 i 4 II II
Momen
kNm Size , 250
YY 25
610 x 229 x 140
125
113
101
1556 2456 1 754 1430
1553 21 68 747 1270
1551 1907 741 1130 364 396
371 396 1555
- 1674 739 1020
I MINI HAUNCH - FOR ALL 61 0 x 229 UBs
t 250
25 iaunch Depth mm
200 ’ 250
300
350
400
450
500
560 *
-
-
Moment Min. thickness Bolt Sheai Capacity I Haunz/ange 1 kN Capacity per row kNm
=F, kN -
1495
1526
1553
1577
1595
1608
1621
1634 -
i 100 75 15 60 90
90
90
90
fl a72
963
1054
1147
1236
1325
1415
1522
16
16
16
17
17
17
17
17
minimum recommended haunch depth.
5 maximum recommended haunch depth.
See: Notes - pages 142 - 143
Examples - pages 745 - 149
Column tables - pages 182 - 7 84
WELDS Serial Size
Web
mm
:ompressioi Flange in
rect bearin! mm
Flange Flush
mm
Tension Extended
mm
6 1 0 x 2 2 9 ~ 1 4 0
125
113
101
1 OFW+8pp
1 OFw+8pp
1 OFW+8pp
12FW
1 OFW
1 OFW
1 O F w
1 OFW
1 OFW
1 OFW
8Fw
8FW
8FW
8FW
8FW
8FW
7 69
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
F, kN
246
244
244
243
242
533 x 270 UB DESIGN GRADE 50 M24 8.8 BOLTS
Beam Moment F,5 ZF, P, Capacity kN kN kN kNm
170 1496 2180 626
169 1493 1913 620
168 1491 1766 616
166 1496 1623 616
49 1369 1369 583 I1 64)
MOMENT CAPACITIES
Serial Size
5 3 3 x 2 1 0 ~ 1 2 2
109
101
92
82
250 x 25 END PLATE - DESIGN GRADE 43
F,, kN
364
364
364
371
364
Moment Capacity
kNm
705
740
828
918
1009
1101
Min. thickness Haunch Flange
mm
16
16
17
17
18
18
FLUSH END PLATE Serial Size
Beam pc kN -
21 80
1913
1766
1623
1369
Beam
kNm
1100
975
904
840
731
M, -
250 - 75 100 75
15 60 90 90 90
Bolt Sheai Capacity
kN per row
5 3
62 II I1
a s
.s S
Momeni Capacit) Fr4
kN
1 70
169
I68
I66
I64
-
-
Fr, kN
396
396
396
396
396 -
533 x 210 x 122
109
101
92
82
1129
1128
1124
EXTENDED END PLATE 250 Beam Bolt Shear
M,, 1 Capacity kNm kNperrow
25 .far 5 J 00,75 F,,
kN
396
- 50 40 60 90 90 90
321
396 320
320 E" q '2
396
396
396 -
31 9
31 9 _.
MINI HAUNCH - FOR ALL 533 x 210 UBS 250 -
F, ZF,
173 1423
180 1440
195 1478
208 1511
220 1540
230 lk 1565
Haunch Depth
mm
180'
Bolt Shear Capacity
kN per row
5 s
g4 II II
.- S S
F,, kN
25 n '5 100 75 15 60 90 90 90 90
396 229
200
250
396 234
396 245
300 396 255
350 396 264
400 396 272
minimum recommended haunch depth
WELDS Serial Size
Compression Flange in
direct bearing mm
See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 182 - 184 8W
8FW
8FW
8FW
8FW
7 70
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables
200 c-------*
20 55 9055 15 60 90
90
90
MOMENT CAPACITIES
Haunch Depth m m
200
250
300
350
400
420 f
457x 797 UB DESIGN GRADE SO
ZF, kN
844
864
880
892
902
906
200 x 20 END PLATE - DESIGN GRADE 43 M20 8.8 BOLTS
Momenl Capacib
kNrn
402
452
503
553
603
623
FLUSH END PLATE
8FW
8FW
8FW
8FW
F,, F,, F,, kN kN kN
274 212 1S(
274 212 145
274 211 14s
274 211 14t
274 L 210 147
8FW 8FW Column tables - pages 185- 187 8FW 8FW
8FW 8FW
8FW 8FW
- blomen IapaciQ
kNm
207
205
203
201
199
-
-
Serial Size
200
55 90 55 v
15 60 90
90
457x191 x 9 8
89
82
74
67
6351 641
4 78
373
199 1 I EXTENDED END PLATE
Serial Size
200 55 ,,90>5 -
Frl kN
230
- F,Z kN
274
- Fr3 kN
21 2
- 457x191 x98
89
82
74
67
II II
1641 318 697 g 8 6 5 1478 316 650 .- 9
1373 314 589 3 %
1199 309 523
E l l
5 D
230 274 21 2
230
230
274 21 1
274 21 1
226 274 21 0
MINI HAUNCH - FOR ALL 457 x 191 UBs I Ain. thickness
launch Flange mrn
jolt Shear Capacity CN per row
F,, kN - 274
274
274
274
274
274 -
11
11
11
11
11
12
232
235
237
237
237
237 - I 5 maximum recommended haunch depth. WELDS I
Tension Serial Size
':f,:"h' I Web 1 Compressioi Flange in
irect bearinc Extended
mm
12FW
12FW
12FW
12FW
1 OFW
See: Notes - pages 142 - 143
Examples - pages 145 - 149 457 x 191 x 98
89
82
74
67
777 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
F,, kN
274
‘274
274
274
274
457x 752 UB DESIGN GRADE 50
Beam Moment Bean F, F,, ZFr P, Capacity M, kN kN kN kN kNm kNm
212 149 635 1401 205 622
211 148 634 1254 203 560
211 147 632 1132 201 512
210 147 631 1011 200 455
210 146 630 826 197 389
MOMENT CAPACITIES
‘,I Fr> Fr, kN kN kN
226 274 212
226 274 211
226 274 211
226 274 210
222 274 210
200 x 20 END PLATE - DESIGN GRADE 43 MZO 8.8 BOLTS
Bean ‘ 4 ‘Fr “c kN kN kN
149 861 1401
148 859 1254
147 862 1132
147 857 1011
120 825 826 1146)
I FLUSH END PLATE
- 200
15 9 0 5 5 15 60 90
90
90
200
i5 90 55 L___I
15 60 90
90
Haunch Depth rnrn
200
250
300
350
400
420 5
Serial Size
457 x 152 x 82
74
67
60
52
Serial Size
Bolt Shea Capacity kN per row
xzl r
II II
Tension Flange
Extended Flush
EXTENDED END PLATE - domeni Iapacit)
kNm
- Beam M, kNm
Serial Size
200 - blt Shea Capacity LN per row
xzl
2: e r , .- s s { Z
c
II II
u r n
= i
457 x 152 x 82
74
67
60
52
31 7
314
313
310
299
-
622
560
51 2
455
389
-
MINI HAUNCH - FOR ALL 457 x 152 UBs - F,, kN -
2 74
274
274
2 74
274
274 -
F, F,
232 190
232 196
232 202
232 207
232 211 f 232 210
- Aoment lapacity kNm
Ain. thickness launch Flange
mm
)olt Shear Capacity rN per row
=F, kN -
843
860
874
886
89 7
898 -
F,, kN - 147
157
166
173
180
182 -
398
447
496
546
596
61 3 -
13
14
14
14
14
14
f -
f -
f -
f -
-
d
8 maximum recommended haunch depth.
See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185- 187
Flange in direct bearin
6FW
6FW
mm
1 OFW
1 OFW
1 OFW
1 OM
8FW
mm
1 OFW+7pp
1 OFW+7pp
12FW
1 OFW
8FW
457 x 152 x 82
74
67
60
52
7 72 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables
Serial Size
406 x 178 x 74
67
60
54
406x 778 UB DESIGN GRADE 50 MZO 8.8 BOLTS
F,l kN
230
230
226
222
MOMENT CAPACITIES
478
424
373
200 x 20 END PLATE - DESIGN GRADE 43
e 8 8 5 s s '-
= .d s p
12
12
I 12
12
12
FLUSH END PLATE - Fll kN
274
-
274
274
274
-
- Fl2 kN
203
-
202
201
201
-
Moment Beam Bolt Shear Zapacity M, Capacity
kNm kNm kNperrow
168 536 5 166 478 2 8
II II
8 5 s s E3 164 424 '= u r n c .U
- 2 162 373
F13 kN - 131
130
129
128
EXTENDED END PLATE Beam Moment Beam Bolt Sheai
Pc Capacity M, Capacity kN I kNrn I kNm I k N p e r r m
20 F,Z kN - 274 270 536 1 8
r
II II
202 274 267
2 74 201 264
274
- 201
- 259
MINI HAUNCH - FOR ALL 406 x 778 UBS I
Moment Min. thickness Bolt Shear XF, Capacity Haunch Flange Capacity kN I kNm I mm IkNperrow
Haunch Depth F,, mm kN
F14 kN
20 n 15 60 90
90 90
135 346
396
444
493
514
01 8
641
058
B72
877
147
157
166
169
- f maximum recommended haunch volue.
Tension Extended
mm
Flange Flush
mm
Serial Size
4 0 6 x 1 7 8 ~ 7 4
~ Flangein
mm See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column fables - pages 185- 187
12FW
12FW
1 OFW
8FW
8FW
8FW
8FW
8FW L 6FW 6FW
7 73
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
doment Beam Iapacity M,
kNm kNm
254 316
*14 255
MOMENT CAPACITIES
Boltshear Capacity
kNperrow
x 3
E 5 $ 5 s s
II 7
Y 3 c .v
406x 140 UB DESIGN GRADE 50
F,, F,, k N kN
181 135
200 x 20 END PLATE - DESIGN GRADE 43 M20 8.8 BOLTS
Moment Min. thicknesc ZF, Capacity Haunch Flangc kN kNm mm
818 346 14
FLUSH END PLATE - 200 I Serial - Beam
P C kN
- F,l kN -
274
274
-
- ZFI kN -
603
600
-
Size
15 60 90
90 406 x 140 x 46
39
793
606
- I EXTENDED END PLATE -
5ean pc kN -
79 3
606
-
Serial Size
200 S5k90 25 20
FIZ kN
F13 kN
Fll kN -
222
222
-
50 40 60 90
90
-
201 4 0 6 x 1 4 0 ~ 4 6
39
274
:126) 1 274 110 (200
MINI HAUNCH - FOR ALL 406 x 140 UBs 200 ~ Haunch olt Shear
Capacity N per row
c .v
20 n
200 274 1 WELDS
Tension Extended
406 x 140 x 46
8FW
Compression Flange in
direct bearing See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185 - 187 y 8FW 6FW
7 74
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables
Moment Capacity
kNm
133
130
129
127
MOMENT CAPACITIES
Beam Bolt Shear M, Capacity kNm kNperrow
w w h m 431
II ;; 358 f 4 318
'-
244
s s E3 e r n c .Y
200 x 20 END PLATE - DESIGN GRADE 43
356x 777 UB DESIGN GRADE 50 M20 8.8 BOLTS
I FLUSH END PLATE
55 90 55 15 60 90
90
EXTENDED END PLATE 200 - 20
50 40 60 90
90
Serial Size
Bolt Shea Capacity kN per rov
x s E 5 8.5, .- 6 s g3
- z
c II II
e r n c .U
MINI HAUNCH - FOR ALL 356 x
20 n 200 -
55 90 55 15 60 90 90
Haunch Depth F,,
120' 274
150 274
200 274
250 274 I 300 274
WELDS Serial Size
mm
356x171 x67 12FW lOFW 8FW
57 l0Fw lOFW 6FW
51 low lOFW 6FW
45 8FW 8FW 6FW
mm mm
Compression Flange in
direct bearing
6FW
6FW
171 UBs Moment
XFr Capacity
640 214
653 237
670 275
684 314
695 353
din. thickness launch Flange
mm
9
9
10
10
10
,olt Sheai Capacity N per row
x f 3
:i 8.5, .- 6 s E3
- z
- II II
urn c .U
minimum recommended haunch depth.
See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
7 75
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
21 2
235
356 x 727 UB DESIGN GRADE 50
12 e : Wr, .- s s $ 3
- z 13
- a c .U
MOMENT CAPACITIES 200 x 20 END PLATE - DESIGN GRADE 43 8420 8.8 BOLTS
FLUSH END PLATE 200 -
55 90 55 15 60 90
90
Serial Size
20 ff
356 x 127 x 39
33
EXTENDED END PLATE - Aoment :apacity kNm
- )ear
kNm Mu
-
232
191
-
olt Sheai Capacity N per row
Serial Size
200 m 50 40 60 90
90
Frz kN
356 x 127 x 39 222 274 I74
I88
199
170
(1 02)
33 222 2 74 34
I87
MINI HAUNCH - FOR ALL 356 x I27 UBS - Haunch Depth m m
lament Min. thickness Bolt Shear :apacity Haunch Flange Capacity kNm ~ mm IkNperrow
200 *--------* 20 55 90 55 ff
Fr3 kN
'Fr kN -
639
652
I I I I I
120'
150
2 74
2 74
21 I
21 i
152
160
* minimum recommended haunch depth.
I WELDS Compressior
Flange in jirect bearinl
mm
Tension Extended
mm
8FW
Serial Size
3 5 6 x 1 2 7 ~ 3 9
Flush
See: Notes - pages 142- 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
6FW
6FW 8FW
I76
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables
F,, kN
274
MOMENT CAPACITIES
Beam Moment F,z ZF, P, Capacity kN kN kN kNm
173 447 1136 93
305x 165 UB DESIGN GRADE 50
72
71
200 x 20 END PLATE - DESIGN GRADE 43 MZO 8.8 BOLTS
FLUSH END PLATE
446 972 92
445 837 91
- beam
kNm Mca
Fr, kN
226
226
222
Serial Size
F,z Fr, 'Fr kN kN kN
274 173 673
274 172 672
274 171 667
blt Shear Capacity :N per row
1 OFW
1 OFW
8FW
1 OFW
1 OFW
BFW
200 55 9 0 5 5
15 60
9a 305 x 165 x 54 299
256
222
-
46
40
274
274
EXTENDED END PLATE - Beam
pc kN
Woment Beam Serial Size
Bolt Shear Capacity kN per row
200 # 55 90 55 20
ff 7 166 222
1136
972
837
-
305 x 165 x 54
46
40
MINI HAUNCH - FOR ALL 305 x 165 UBS - '5 kN
62 1
636
649
661
671
679
-
7
Haunch Depth rnrn
Min. thickness Haunch Flange
mm
Bolt Shear Capacity kN per row
x s
W f .- s s
c .I
c II II
Y $ 3
-2
Moment Capacity
kNm
185
208
230
253
276
300
200 55 90 55 -
15 60
90
90
130
160
190
220
250
280 *
9
9
10
10
10
10
274 207 140
274 212 150
274 216 159
274 220 166
274 224 173
274 226 179
f maximum recommended haunch depth.
I WELDS - Web
mm -
6FW
6FW
6FW
Tension Flanae Compressior Flange in
direct bearinl mm
Serial Size
305 x 165 x 54
Extended Flush
mm See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185- 187 8FW
6FW
6FW
7 77
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
F,l kN
226
226
222
305 x 727 UB DESIGN GRADE 50
F,2 F,, ZF, kN kN kN
274 173 673
274 171 671
274 161 657
(171)
MOMENT CAPACITIES
rnrn
200 x 20 END PLATE - DESIGN GRADE 43 MZO 8.8 BOLTS
FLUSH END PLATE
kN per row
13
13
13
13
z g $ 5 .- s 9 $ 3
- E - m c .U
Extended
rnm
1 OFW
1 OFW
8FW
Flush
rnrn
1 OFW
1 OFW
8FW
- F,l
kN -
2 74
2 74
274
-
1 Serial vloment Beam Bolt Sheai Iapacity M, Capacity Size
200 55 9055
15 60
90 3 0 5 x 1 2 7 ~ 4 8
42
37
EXTENDED END PLATE Serial Size
Beam
pc kN -
871
748
65 7
bolt Shear Capacity .N per row
200 # 55 90 55 20 n
50 40 60 90
305 x 127 x 48
42
37 164
I MINI HAUNCH - FOR ALL 305 x 127 UBs Min. thickness Bolt Shear iaunch Flange Capacity
Haunch
274
274
Moment Capacity
kNrn
185
207
230
253
276
300
200 5 5 90 55
1s 60
90
90
207
21 2
21 6
220
224
226
maximum recommended haunch depth.
I WELDS - Web
rnm -
8FW
6FW
6FW
Tension Flanae Compression Flange in
direct bearing mrn
Serial Size
305 x 127 x 48 8FW See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
8FW
6FW
7 78
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables
Frz kN
274
228 :274)
124 :274)
MOMENT CAPACITIES
Beam
Fr3 'Fr Pc kN kN kN
54 550 550 (1 74)
n 451 451 (1 73)
0 343 343 (1 72)
305x 702 UB DESIGN GRADE 50 MZO 8.8 BOLTS
Web
mm
6FW
6FW
6FW
200 x 20 END PLATE - DESIGN GRADE 43
Compression Flange in
direct bearing mm
6FW
6FW
6FW
FLUSH END PLATE
Serial Size
305 x 102 x 33
28
25
Tension Flange Extended Flush
mm rnm
8FW 8FW
8FW 8FW
6FW 6FW
- Beam
P C
kN -
550
451
34 3
Serial Size
3olt Shear Capacity
tN Der row
x 3
2 % fir, .- s s $ 3
c II I1
u r n
vloment Beam Iapacity M,, 200
55 .90 55
95 I 171
305 x 102 x 33
28
25
274
274
94 I 145 274
77 1 119 I
EXTENDED END PLATE - learn
kNm Mca
- 171
145
119
- Momenl Capacit)
kNm
153
132
1 os
Bolt Shear Capacity
kN per row
x 3
2 8 8 5 .- 5 s E3
7
I1 II
u r n
Serial Size
200 * 55 90 55
so 40 60 90
F,, kN
305 x 102 x 33
28
25
222
222
21 9
7
MINI HAUNCH - FOR ALL 305 x 102 UBS Moment Capacity
kNm
Min. thickness Haunch Flange
mm
Bolt Shear Capacity
kN per row
I Haunch Depth mm
200 3 5 90 55
15 60
90
90 130 623
-
187 15
I WELDS I
See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
7 79
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
bloment fapacity
kNm
68
67
65
254 x 146 UB DESIGN GRADE SO
Beam Bolt Shear M, Capacity kNm kN
x.3
2 % Rr,
$ 3
- E
- 202 11 11
172 5 9 .- - m
125 c .U
MOMENT CAPACITIES
ZF, kN
646
641
624
200 x 20 END PLATE - DESIGN GRADE 43 M20 8.8 BOLTS
FLUSH END PLATE I
Beam Moment Beam BoltShear P, Capacity M, Capacity kN kNm kNm kNperrow
xs = z R r ,
793 131 172 .6 9 $ 3 ;s
c
930 134 202
624 127 125 - 3 D
Haunch Depth m m
F,, kN
85 '
100
130
160
190
274
274
274
274
274
mm mm mm mm
lOFW
8FW
6FW 8FW
6FW 6 W
I Serial I I seam
p, kN -
930
793
624
Size
2 5 4 x 1 4 6 ~ 4 3
15 60
90 420
41 9
41 6
EXTENDED END PLATE - F,, kN -
226
222
222
- F, kN -
274
274
274
- Fr3 kN -
146
145
128
142)
Serial Size
50 40 60
90
254 x 146 x 43
37
31
M/N/ HAUNCH - FOR ALL 254 x 146 UBS - Fr3 kN - 93
102
118
132
143
156 -
F,, kN
183
188
196
203
209
-
Min. thickness Haunch Flange
mm
Bolt Shear Capacity kN per row
Moment
15 60
90
550
564
589
609
626
645
116
127
148
169
191
221
10
10
10
10
10
11 I 230' I 274 1215
minimum recommended haunch depth.
* maximum recommended haunch depth. I WELDS Tension I Flange I Web I Compression
Flange in direct bearin!
1 OFW See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
8FW
180
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Beam Capacity Tables
Serial Beam 20 Size F,, F,, F,, ZF, P,
kN kN kN kN kN
50 40 2 5 4 x 1 0 2 ~ 2 8 222 274 11 507 507 60
90
Fr1 c
(148)
25 219 206 0 425 425 (274) (146)
22 219 124 0 343 343 (274) (144)
F,, +
ZF, -
MOMENT CAPACITIES
Moment Beam Boltshear Capacity M, Capacity
kNm kNm kNperrow
xs t f 85
$ 3 2 s
- 120 126 II II
104 109 .: 3
-; 87 92.5
254x 702 Ut3 DESIGN GRADE 50
Moment Capacity
kNm
119
129
2 0 0 ~ ~ 20 END PLATE - DESIGN GRADE 43 MZO 8.8 BOLTS
Min. thickness Haunch Flange
mm
13
13
FLUSH END PLATE
Serial Size Flush 1 Tens; i Fhane 1 We;
15 60
90
Compression Flange in
direct bearing mm
Serial Size
254 x 102 x 28
254 x 102 x 28
25
22
422
8FW 8FW 6FW 6FW
6FW 6FW 6FW 6FW
6FW 6 W 6FW 6FW
420
34 3 E3
92.5
MINI HAUNCH - FOR ALL 254 x 102 UBS Haunch Depth
WELDS 1
=Fr kN
553
567
-
Bolt Shear
kN per row
c .Y
See: Notes - pages 142 - 143
Examples - pages 145 - 149
Column tables - pages 185 - 187
787
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
Bolt row forces ComDression
396 396 396 354
396 396 396 396 396 330 301 301
396 396 396 396 343 301 396 396 355 292 267 317 276 258 159 101
396 396 396 396 396 396 375 325 296 296 271 271 396 396 396 380 307 307 280 280 256 181 302 302 276 276 189 173 132 132 101 101
2727 2068 1518 1255 1021 81 6 1995 1449 1100 830 652 1044 770 664 547 480
1677 1350 1062 91 5 774 649 1149 892 71 7 566 465 598 460 41 5 35 1 31 6
for use with STANDARD END PLATES UNSTIFFENED COLUMNS M24 8.8 BOLTS
See:
Notes - page 144
Examples - pages 145 - 149
Beam Connection tables - pages 150 - 754
and pages 766 - 170
DESIGN GRADE 43 DESIGN GRADE 50 Web panel
shear capacity
P V
kN
1 Webpanel Compression shear Serial Size Bolt row forces
C-pq-G kN kN kN
capacity pc kN
E-pq-G kN kN kN
capacity capacity pc I pv
- Fr1 kN - 396 396 396 368 396 396 396 396 396 388 338 396 396 396 364 320 396 35 3 31 2 290 244
-
-
-
-
Fr1 kN - 396 396 379 333 396 396 396 396 394 349 31 1 396 396 375 331 297
-
-
I I . I
396 396 396 1292 396 383 318 1054
I292 1 ,2 1 864
1000 849 725 605 1503 1288 1037 81 6 703 595 503
356x 368x202 177 153 129
305x 305x283 240 198 . 158 137 118 97
1372 1105 1125
322 1270 I 270 I 688 396 1396 I 396 I 2577
2095 , 1588
1166 964 784 632 1533 1113 845 638 505
31 5 283 396 396 304 2 75 21 5 28 3 263 163 102
-
-
254 x 254 x 167 132 107 89 73
882 685 551 434 360 459 353 322 2 72 245 -
203 x 203 x 86 71 60 52 46
367 322 291 246 189 7
802 591 51 5 424
78 I 7 8 I 78 I 3 72
column for Fr4,5,6 added Mar. 97 Revision:
I82
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Column Capacity Tables
- FrS,6 k N
396 31 8 292 270 396 396 396 330 30 1 278 178 396 326 287 228
-
-
-
for use with STANDARD END PLATES M24 8.8 BOLTS RIB STIFFENED COLUMNS
Fr, k N
396 396 396 368 396 396 396 396 396 388 338 396 396 396 364 320 396 364 320 297 270
DESIGN GRADE 43 I I
Fr2 k N
396 396 396 368 396 396 396 396 396 388 338 396 396 396 364 320 396 364 320 297 270
See:
Notes - page 144
Examples - pages 745- 149
Beam Connection tables - pages 750 - 154
and pages 166 - 7 70
Fr, k N
396 396 379 333 396 396 396 396 394
Serial Size
Fr2 Fr3 Fr, k N kN kN
396 396 396 396 396 383 379 369 292 333 322 270 396 396 396 396 396 396 396 396 396 396 396 396 394 354 301
3 5 6 x 3 6 8 ~ 2 0 2 177 153 129
305x 305x283 240 198 158 137
kN
396 396 396 353 396 396 396 396 396 343 301 396 396 355 292
kN k N k N
396 396 1682 396 396 1372 363 314 1125 285 285 896 396 396 3386 396 396 2727 396 396 2068 396 396 1518 375 325 1255 296 296 1021 271 271 81 6 396 396 1995 396 396 1449 307 307 1100 280 280 830
118 349 349 315 278 97 I I I I 311 311 283 260
254 x 254 x 167 132 107 89 73
203 x203 x86 71 60 52 46
396 396 396 396 396 396 396 349 375 375 304 287 331 331 275 266 297 297 215 140 375 375 283 283 331 331 263 263 297 297 185 134 270 270 102 102 209 209 78 78
1533 1113 845 638
Web panel ComDression I shear
882 685 551 434
capacity pc k N
1292 1054 864 688
2577 2095 1588 1166 964 784 632
276 258 183 101
capacity
1503 1288 1037 81 6
595 503
276 276 770 218 173 664 132 132 547 101 101 480
134 51 5 102 424 2 72
372 245
DESIGN GRADE 50
Bolt row forces I Compression capacity K-pJG-1 p,
2671 2561 181 I 652 328 I 3021 302 I 1044
Web pane shear
capacity P” kN
1302 1105 944 787 1974 1677 1350 1062 91 5 774 649 1149 892 71 7 566 465 598 460 41 5 351 31 6
Mar. 97 Revision: co lumn for Fr5+ added
7 83 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
:ompression capacity
P C
kN
Web panel shear
capacity P" kN
Fr1
kN
396 396 396 368 396 396 396 396 396 388 338 396 396 396 364 320 396 353 312 290 244
Fr, Fr, kN kN
396 396 396 396 396 363 353 285 396 396 396 396 396 396 396 396 396 375 343 296 301 271 396 396 396 396 355 307 292 280 267 256 317 302 276 276 258 189 159 132 101 101
396 396 379 333 396 396 396 396 394 349 311 396 396 375 331 297 367 322 291 246 189
396 396 369 322 396 396 396 396 354 315 283 396 396 304 275 215 283 263 163 102 78
2523 2058 1687 1344
231 1 1976 1701 1430
5078 4091 31 02 2277 1883 1532 1224 2993 21 73 1650 1245 979 1565 1155 996 821 720
3407 285 1 2330 1863 1619 1381 1169 1944 1538 1256 1001 832 1031 803 734 625 566
for use with STANDARD END PLATES
M24 8.8 BOLTS WEB STIFFENED COLUMN SUPPLEMENTARY WEB PLATE
See:
Notes - page 144
Examples - pages 145- 149
Beam Connection tables - pages 150 - 154
and pages 166 - 170
I Supplementary web
plate on one side
DESIGN GRADE 4 3 DESIGN GRADE 50 Web panel
shear capacity
P" kN
Serial Size Bolt row forces :ompressior capacity
P C
kN
Bolt row forces - Fr4,5,6
kN
- Fr4,5,6
kN - 396 31 8 292 270 396 396 396 330 301 278 178 396 326 28 7 206 140 28 3 195 134 102 78
-
-
-
-
Fr3
kN
396 383 292 270 396 396 396 396 301 278 260
-
396 394 31 4 285
1938 1580 1296 1032 3866 31 42 2383 1749 1447 1176 948
1775 151 7 1306 1098 251 7 21 90 1790 1431 1244 1061 905
356x 368x202 177 153 129
3 0 5 x 3 0 5 ~ 2 8 3 240 198 158 137 118 97
396 396 396 396 325 296 271 396 380 307 280 181 302 276 173 132 101
-
-
-
254 x 254 x 167 132 107 89 73
396 349 287 266 140 283 263 134 102 78
-
-
1493 1182 965 769 645
2299 1669 1267 95 7 758
1202 887 772 636 558
2 0 3 x 2 0 3 ~ 8 6 71 60 52 46
792 61 7 568 484 438
M a r . 97 Revision: column for Fr4,5,6 added
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Column Capacity Tables
274 274 274 274 274 243 274 274 274 263 230 274 263 229 211 198
for use with STANDARD END PLATES UNSTIFFENED COLUMNS M20 8.8 BOLTS
274 274 274 274 274 274 274 274 274 233 236 199 274 274 274 274 274 257 227 206 202 189 263 226 202 202 187 187 172 118 97 90
See:
Notes - page 144
Examples - pages 145- 149
Beam Connection tables - pages 155 - 165
andpages 171 - 181
274 274 274 2 74
Serial Size
1971 1288 1485 1037 1081 81 6 890 703
356 x 368 x 202 177 153
274 274 274 274 274 270 274 274 274 274 252 274 274 251 228 211
129 3 0 5 x 3 0 5 ~ 2 8 3
274 274 274 274 274 274 274 274 274 274 260 213 274 274 274 274 274 274 272 222 216 199 274 274 240 217 197 197 186 186 169 116
240 198 158 137 118 97
274 274 274 274 242 21 3 274 274 274 222 199 248 21 7 197 152 116
2 5 4 x 2 5 4 ~ 1 6 7 132 107 89 73
203 x 203 x 86 71 60 52 46
2565 1677 1933 1350 1407 1062 1158 91 5 937 774 744 649 1860 1149 1339 892 1008 71 7 756 566 590 465 952 598 698 460 597 41 5 489 351 427 31 6
DESIGN GRADE 43 DESIGN GRADE 50 Web panel
Bolt row forces Compression I shear capacity capacity
Frl I Fr2 I Fr3 1 Fr4,5,6 I 'c I 'v
kN I kN I kN I kN I kN I kN
2661 26612301 211 I 630 I 605 274 I 274 I274 I 274 1 2437 I 1503
22 1 199 274 2 74 231 206 1 89
-
226 202 155 118 90 -
1429 1029 774 581 457 731 536 462
1 : 459
Web panel Bolt row forces
capacity capacity P"
kN kN
274 274 274 274 1565 1302 274 274 274 274 274 12741 2/41 274 1 iigz I v::
229 1 821 I 787 274 I 3202 I 1974
Mar. 97 Rev is ion : column for Fr4,5,6 a d d e d
7 85
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
Fr1 kN
274 274 274 274 274 274 274 274 274 274 270 274 274 274 274 252 274 274 252 230 212
for use with STANDARD END PLATES M20 8.8 BOLTS
Fr2 kN
274 274 274 274 274 274 274 274 274 274 270 274 274 274 274 252 274 274 252 230 212
See:
Notes - page 144
Examples - pages 145- 149
Beam Connection tables - pages 155 - 165
andpages 771 - 181
Fr3 kN
274 274 274 274 274 274 274 274 274 274 260 274 274 274 272 216 274 240 197 186 174
Serial Size
Fr4 FrS,6 kN kN
274 274 274 274 274 274 274 229 274 274 274 274 274 274 274 274 274 274 274 266 213 213 274 274 274 274 274 274 222 222 199 199 274 255 217 217 197 197 186 169 116 116
3 5 6 x 3 6 8 ~ 2 0 2 177 153 129
3 0 5 x 3 0 5 ~ 2 8 3 240 198 158 137 118 97
254 x 254 x 167 132 107 89 73
2 0 3 x 2 0 3 ~ 8 6 71 60 52 46
DESIGN GRADE 43 i
Bolt row forces q q q T 4 kN kN kN kN
I Compression capacity -cl pc
kN I kN
274 2437 1971
2 74 1485 2 74 1081 2 74 890
457 226 202 536 179 462 118 379
Web pane shear
capacity P" kN
1000 849 725 605 1503 1288 1037 81 6 703 595 503 882 685 551 434 360 459 35 3 322 272 245 -
DESIGN GR
Bolt row forces
DE 50
Compression capacity
pc kN
1565 1270 1036 82 1 3202 2565 1933 1407 1158 937 744 1860 1339 1008 756 590
,952 698 597 489 427
~~
JVeb pane shear
capacity P" kN
1302 1105 944 787
1974 1677 1350 1062 91 5 774 649 1149 892 71 7 566 465 598 460 41 5 351 31 6
Mar. 97 Revision: co lumn for Fr5,6 added
786
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Column Capacity Tables
Fr1 kN ’
274 274 274 266 274 274 274 274 274 274 243 274 274 274 263 230 274 263 229 211 198
for use with STANDARD END PLATES
M20 8.8 BOLTS WEB STIFFENED COLUMN
SUPPLEMENTARY WEB PLATE
Frz Fr, kN kN
274 274 274 274 274 274 266 230 274 274 274 274 274 274 274 274 274 274 274 233 236 199 274 274 274 274 274 257 227 206 202 189 263 226 202 202 187 187 172 118 97 90
Supplementary web plate on one side
274 274 274 274 242
Serial Size
3848 2899 2111 1738 1406
356x 368x202 177 153
199 274 274 231 206 189 226 202 155
129 305x 305x283
865 2143 1543 1162 871 686 1097 804 694
240 198 158 137 118 97
254 x 254 x 167 132 107 89 73
118 90
2 0 3 x 2 0 3 ~ 8 6 71 60 52 46
569 484 225 186 496 438 211 169
See:
Notes - page 144
Examples - pages 745- 749
Beam Connection tables - pages 755 - 165
andpages 171 - 181
DESIGN GRADE 43 I DESIGN GRADE 50 I Webpanel I I Webpanel Bolt row forces ComDression shear Bolt row forces Compression shear
capacity
906 1493 1182 965 769 645 792 61 7 568
270 260 274 274 274 274 274 274 274 272 252 216 274 274 274 240 tt 251 197
- Fr3 kN -
2 74 2 74 2 74 2 74 2 74 2 74 2 74 2 74 274 274 21 3 274 274 2 74 222 199 274 21 7 197 186 116
-
-
-
2 74 274
capacity PC kN
2346 1904 1554
capacity ’ pv
kN
231 1 1976 1701
229 I 1231 I 1430 274 I 4803 I 3307
2851 2330 1863 1619 1381
213 I 1117 I 1169 274 I 2790 I 1944
21 7 197
116
2009 1512 1135 885 1428 1046 895 734 64 1
1538 1256 1001 832 1031 803 734 625 566
Mar. 97 Revision: co lumn for Fr4,5,6 added
787
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
Portal Frame Eaves Haunch and Apex Connections NOTES ON USE OF THE CAPACITY TABLES
EAVES CONNECTIONS
Connection Moment Capacity
Moment capacities of haunched connections shown are calculated using the method of Section 2.8. The web of the haunch has been utilised to carry compression (STEP 28), where necessary. The moment capacities stated should be compared to the moment which results from the frame analysis.
The sign convention i s as illustrated on each diagram.
The moment capacity shown in the reversed condition includes the effect of the truncated column top in the column web crushing and buckling checks, which are generally critical. A compression stiffener a t the column top will produce a significant increase in reverse moment capacity.
Connection shear capacity i s the vertical shear available from the bolt rows shown. Increased shear capacity will generally be available in the reversal load case, since a greater number of bolts will be dedicated to the transfer of shear alone.
Connection Shear
Capacity
Maximum Axial Force in Rafter
If the axial force in the rafter exceeds the limit indicated (compression for positive moments and tension for negative moments), the moment capacities quoted are no longer valid and the connection capacity must be re-calculated.
The haunch may be cut from the section size shown. If fabricated from plate, the flange should be at least equal in area to the haunch flange and the web plate should be a t least as thick as the web of the haunch section size shown.
The haunch, end plate and stiffener material has been taken as design grade 43.
Weld sizes shown have been calculated in accordance with STEP 7. They should not be changed without re-calculating the connection moment capacity. The weld for the haunch flange to end plate has been sized as a tension weld, based on the reversal moment, net the positive (gravity) load case. For the positive (gravity) load case, it has been assumed that the haunch cutting i s fitted to the end plate, If a bearing fit i s not provided with either a haunch fabricated from plate or from a section cutting, full strength welds should be specified.
The overall depth shown on each diagram i s that measured from where the top of the rafter meets the end plate to where the underside of the haunch meets the end plate. Moment capacities have been calculated using this minimum dimension, and are conservative where greater overall depths are used.
Rib, Morris and compression stiffeners have been designed in accordance with STEP 6.
Haunch Cutting
Material Grade
Weld Sizes
Overall Haunch Depth
Stiff eners
APEX CONNECTIONS Connection
Moment Capacity
Maximum Axial Force in Rafter
Connections are sized to ensure that the moment capacity in the +ve direction, calculated using the method of Section 2.8, i s greater or equal to Mcx. The web of the rafter has been utilised to carry compression (STEP 26), where necessary.
If the axial force in the rafter exceeds the limit indicated (compression for positive moments and tension for negative moments), the moment capacities quoted are no longer valid and the connection capacity must be re-calculated.
End plate and haunch material has been taken as design grade 43.
Weld sizes shown have been calculated in accordance with STEP 7. They should not be changed without re-calculating the connection moment capacity.
The weld for the haunch flange to end plate has been sized to act as a tension weld for positive moments, and as a compression weld for negative moments.
Material Grade
Weld Sizes
788 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Portal Frame Capacity Tables
Worked Example Using the Capacity Tables A portal frame analysis results in the following:
Rafter
Column
533 x 210 x 82
686 x 254 x 125
Connection forces: Moment 1085kNm,
Axial (Rafter) 1 32kN (compression),
Vertical Shear 2lOkN
Provide a suitable eaves haunch connection
Page 19 1 shows that a flush end plate haunch connection when provided with compression stiffeners and a pair of rib stiffeners between the top bolt rows will be satisfactory.
Axial (Rafter) 132kN c 799kN :. moment capacity is valid
Moment 1085kNm e 1094kNm :. satisfactory
Vertical Shear 210kN c 1320kN :. satisfactory
(Alternatively, an extended end plate haunch connection provided- with compression stiffeners only is also satisfactory.)
Axial Forces The following demonstrates the effect of the axial force in the above example; axial compression reduces an applied positive moment (STEP 4):
0.528 0.015 -) = 979kNm 2
M,,, = 1085-132 ~(1.075 - - - 2
Connection design software shows the bolt forces are reduced as follows:
Row No.
1
2
3
4
5
Totals
Original bolt Reduced bolt lever arm Moment row forces row forces
(kN) (kN) (4 (kNm)
317 317 1.008 320
317 317 0.918 29 1
2 95 2 95 0.828 244
2 75 199 0.738 147
56 0 0.64 8 0
1260kN 1 128kN 1 OO2kNm
1 OO2kNm > 979kNm :. satisfactory
P, = 1128kN + 132kN = 1260kN ,
= value of P, for this configuration
Note: In this example the column web panel shear resistance (7260kN) limits the development of the bolt row forces. Axial compression further reduces the sum of the bolt row forces ( 7 260 - 7 32 = 7 728kN). Bolt row forces are therefore reduced in accordance with STEP 4, hence the connection moment capacity is reduced. However, the axial compression reduces the applied moment (M, =979 kNm) and at this level of axial load,the reduced connection capacity exceeds the modified moment.
Inspection of the above table indicates that at an axial load of 800kN, the modified moment exceeds the reduced connection capacity.
I89 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
Column
7 90
Connection Moment Capacity (kNm) Connection Maximum Axial
Compression Compression Compression Shear Force in Rafter
only Rib Stiffener Morris Stiffener (kN) (cornp" + ve ) Stiffener Stiffener & Stiffener & Capacity (kN)
PORTAL FRAME EAVES HAUNCH CONNECTIONS
+ve
+ve
+ve
~ ve
- ve
- ve +ve
~ ve
~ ~~
533 x 210 x 92 UB Rafters to 762 x 267 UB and 686 x 254 UB Column- Flush End Plate - All Design Grade 43 Steel
1548 I 1560 I 1661 + 684
1401 I 1414 I 1554 + 651
1287 I 1299 I 1600 + 85
- 261 1425
1425
1425
1425
- 671
- 389 -518
-518
- 446
- 423 1198 I 1207 I 1486 + 201
-413 '
90 90
Fitted compression
120 x 30 (8Fw) stiffener -
Column
762 x 267 x 173 UB (Mu = 1640kNm)
762 x 267 x 147 UB (Mu = 1370kNm)
686 x 254 x 140 U8 (Mu = 12lOkNm)
686 x 254 x 125 UB (Mu = 1060kNm)
Bolts M24 8.8 a t 90 gauge
End plate 250 x 25
Connection Moment Capacity (kNm)
Compression compression Compression Shear Force in Rafter Haunch Stiffener Stiffener & Stiffener & Capacity (kN) Cutting
Connection Maximum Axial
only Rib Stiffener Morris Stiffener (kN) (comp" + ve )
+ ve 1319 1320 1320 1320 +1199 - ve - 587 - 357 + ve 1241 I 1259 I 1259 + 1241
- 463 - ve - 452 + ve 1159 I 1172 I 1281 + 782
- <n> - "P - 447
. 6 1 0 ~ 2 2 9 ~ 1 0 1 U8 1320
1320 . .. --- ._ + v e l 1080 1 1094 1 1217 + 750
1320 - v e I - 386 -
533 x 270 x 92 UB Rafters to 762 x 267 UB and 686 x 254 UB Columns Extended End Plate - All Design Grade 43 Steel
5 0 4 0
90 90
Fitted compression
120 x 30 (8FW) stiffener .
i , . -. U
Bolts M24 8.8 a t 90 gauge
End plate 250 x 25
M u = 1640kNm IxhEi+ (Mu = 1370kNm)
M u = l2lOkNm
(Mu = 1060kNm)
Haunch Cutting
61 0
-
~ 2 2 9 x 1 0 1 UB
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Portal Frame Capacity Tables
PORTAL FRAME EAVES HAUNCH CONNECTIONS 533 x 210 x 82 UB Rafters to 762 x 267 UB and 686 x 254 UB Columns
Flush End Plate - AI1 Design Grade 43 Steel
90 90 ;E
Fitted compression
120 x 25 (8MI) stiffener 1
25
610x229~101 UB
(Mu = 1060kNm)
533 x 270 x 82 UB Rafters to 762 x 267 UB and 686 x 254 UB Columns Extended End Plate - All Design Grade 43 Steel
50 40 60
90 90
Fitted compression
120 x 25 (8FW) stiffener --
+ve Moment
Bolts M24 8.8 at 90 gauge
End plate 250 x 25
610 x 229 x 101 UB
797
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
Connection Moment Capacity (kNm)
Compression Compression Compression Stiffener Stiffener & Stiffener b
Column
onlv Rib Stiffener Morris Stiffener
7 92
Connection Maximum Axial
Shear Force in Rafter
tkN) tcomDn + ve ) (kN) Capacity
PORTAL FRAME EAVES HAUNCH CONNECTIONS
6 8 6 ~ 2 5 4 x l 4 0 U E (MU = 12lOkNm)
6 8 6 ~ 2 5 4 x l 2 5 U B
61Ox229x113UE (Mu = 871 kNm)
6 1 0 x 2 2 9 ~ 1 0 1 U6
(Mu = 1060kNm)
(Mu = 794kNm)
457 x 191 x 74 UB Raftets to 686 x 254 UB and 610 x 229 UB Columns Flush End Plate - All Design Cmde 43 Steel
+ 880 ,+ve 864 I 864 I 864 - ve - 373 - 184 +ve 834 I 841 I 841 + 851
+ 665 +ve 797 I 803 I 85 1 - ve - 315
+ 662 +ve 718 I 776 I 796
950
950
950
950
-216 - ve - 320
- 230
~ ve - 278 - 234
90 90
Fitted compression
1 0 0 x 30 (8 MI) stiffener ,
3
LSlopeo - 15' 7 F + 9 0 / I
(varies)
Bolts M24 8.8 at 90 gauge
End plate 200 x 20
Haunch cutting
533 x 210 x 82 U6
457 x 191 x 74 UB Rafters to 686 x 254 UB and 610 x 229 UB Columns Extended End Plate - All Design Grade 43 Steel
Fitted compression
100 x 30 (8 F \ M stiffener /
- I 20
Bolts M24 8.8 at 90 gauge
End plate 200 x 20
, I
533 x 210 x 82 U6
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Portal Frame Capacity Tables
1 Connection Moment Capacity (kNm) Connection Maximum Axial
PORTAL FRAME EAVES HAUNCH CONNECTIONS
Compression Compression Compression Stiffener Stiffener & Stiffener &
Column
457 x 191 x 67 UB Rafters to 686 x 254 US, 61 0 x 229 UB and 533 x 21 0 UB Columns
Flush End Plate - All Design Grade 43 Steel
Shear Force in Rafter Haunch (kN1 Cuttinq Capacity
20
60 7 90 ~
90
90 ,
6 8 6 ~ 2 5 4 x l 2 5 U B (MU = 1060kNm)
61Ox229x113UB
6 1 0 x 2 2 9 ~ 1 0 1 UB
5 3 3 ~ 2 1 O x 9 2 U B
(Mu = 871 kNm)
(Mu = 794kNm)
(Mu = 651 kNm)
Fitted compression
90 x 25 (8 Fvv) stiffener ,
+ 790 -219
+ve 806 I 809 I 809 - ve -319
801 I 820 + 711 - 234
+ve 797 I +ve 719 I 776 I 796 + 670
+ 330 +ve 684 I 692 I 806
950
950
950
950 -
’ 533 x 210 x 82 UB - ve -313
- 238 - ve - 275
- 242 - ve - 279
Bolts M24 8.8 at 90 gauge
End plate 200 x 2(
I I only I Rib Stiffener1 Morris Stiffener I ikN)- I (comp” + ve ) I -
I I 1 I I I
457 x 191 x 67 UB Rafters to 686 x 254 UB, 610 x 229 UB and 533 x 210 UB Columns
Extended End Plate - AI1 Desiqn Grade 43 Steel
Bolts M24 8.8 a t 90 gauge
End plate 200 x 20
Connection Moment Capacity (kNm)
Stiffener Stiffener & Stiffener & Capacity (kN)
Connection Maximum Axial
Compression Compression Compression Shear Force in Rafter
only Rib Stiffener Morris Stiffener (kN) (comp” + ve )
Column
686 x 254 x 125 UB + ve 991 994 1057 1056 +511 (Mu = 1060kNm) - ve - 369 - 151
61Ox229x113UB +ve 894 I 896 I 1065 1056 + 199 (Mu = 871 kNm) - ve - 366 - 161
6 1 O x 2 2 9 ~ 1 0 1 U B +ve 857 [ 871 I 981 1056 + 215 ~~~ ~~~
(Mu = 794kNm) - ve - 323 - 173 5 3 3 ~ 2 1 O x 9 2 U B +ve 766 I 768 I 1023 1056 + 70
(Mu = 651 kNm) - ve - 332 - 170
Haunch Cutting
7 93 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
Connection Moment Capacity (kNm)
Compression Compression Compression Stiffener Stiffener 8 Stiffener 6
Column
only Rib Stiffener Morris Stiffener
6 1 O x 2 2 9 x l l 3 U B +ve 699 702 702
7 94
Connection Maximum Axial
Shear Force in Rafter Haunch (W Cutting
(kN) (comp" + ve )
950 + 723
Capacity
PORTAL FRAME EAVES HAUNCH CONNECTIONS
(Mu = 794kNm) - ve
5 3 3 ~ 2 1 O x 9 2 U B +ve (Mu = 651 kNm) - ve
457x 152 x 60 UB Rafters to 610x 229 UB UB and 533 x 210 UB Columns Flush End Plate - All Design Grade 43 Steel
' 457x191 x67UB - 250 - 237 615 I 620 I 690 950 + 367
- 254 - 234
Fitted compression
90 x 30 (8 F W ) stiffener ,
533 x 210 x 82 UB IMu=566kNm)
1 5 0
Bolts M24 8.8 at 90 gauge
E n d plate 200 x 20
+ve I 501 I 574 I 597 - v e I -219
457x 152 x 60 UB Rafters to 610 x 229 UB UB and 533 x 210 UB Columns Extended End Plate - AI1 Design Grade 43 Steel
Fitted compression
90 x 30 (8 F W ) stiffener /
Bolts M24 8.8 at 90 gauge
E n d plate 200 x 20
~ (varies) 1 Connectioi
Shear Capacity
(kN)
1056
1056
1056
1056
Maximum Axial
Force in Rafter
(comp" + ve )
+ 197 - 119 +213 -173 + 100 - 163
(kN)
+ 112 - 101
Haunch Cutting
457x191 x67UB
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Portal Frame Capacity Tables
' 795
PORTAL FRAME EAVES HAUNCH CONNECTIONS 457 x 752 x 52 UB Rafters to
610 x 229 US, 533 x 210 UB and 457 x 191 UB Columns Flush End Plate - All Desian Grade 43 Steel
Fitted compression
90 x 30 (8 F W stiffener ,
150
Bolts M24 8.8 at 90 gauge
End plate 200 x 20
457 x 191 x 67 U6
(Mu = 456kNm)
457 x 752 x 52 UB Rafters to 610 x 229 UB, 533 x 210 UB and 457x 191 UB Columns
Extended End Plate - AI1 Design Grade 43 Steel 150
A
Bolts M24 8.8 a t 90 gauge
End plate 200 x 20
457 x 191 x 67 U6
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
60 90 , 90 ~
90 ,
7 96
3.-
- .
PORTAL FRAME EAVES HAUNCH CONNECTIONS
Column
406 x 140 x 46 UB Ratters to 533 x 210 UB and 457 x 191 UB Columns Flush End Plate - All Design Crude 43 Steel
Connection Moment Capacity (kNm)
Compression Compression Compression Shear Force in Rafter Haunch Stiffener Stiffener & Stiffener & Capacity cutting
Connection Maximum Axial
only Rib Stiffener Morris Stlffener (kN) (comp" + ve )
Column
Fitted compression
stiffener 90 x 25 (8 FW)'
Connection Moment Capacity (kNm)
Compression Compression Compression Shear Force in Rafter Haunch Stiffener Stiffener & Stiffener & Capacity (kN) cutting
Connection Maximum Axial
only Rib Stiffener Morris Stiffener (kN) (comp" + ve )
Bolts M24 8.8 a t 90 gauge
E n d plate 200 x 20
+ve
+ve ~ ve +ve
- ve
- ve
(varies) 1
631 I 633 I 735 + 70
566 1 594 I 656 + 176
509 I 515 I 701 + 70
- 66 1056
1056
1056 I
- 279
- 104 - 241
- 125 - 241
(Mu = 61 533 x 210
(Mu = 566kNm) ~ ve - 202 4 5 7 x 1 9 1 ~ 7 4 ~ ~ [ + v e l 447 1 458 I 555 + 157
- 198
- 167 950
950 - 193 - ve
+ve 395 I 422 I 496 - ve - 167
(Mu = 456kNm) 457 x 191 x 67 UB
(Mu = 405kNm)
4 5 7 x l 5 2 x 5 2 U B
406 x 140 x 46 UB Ratters to 533 x 210 UB and 457 x 191 UB Columns Extended End Plate - All Design Crude 43 Steel
7% I M,,
0 -b- i \ I I k?" - 8 1 Slope0 - 15
90 90
Fitted compression
stiffener /
1_
\ +ve
Bolts M24 8.8 at 90 gauge
E n d plate 200 x 20
533 x 210 x 92 UB (Mu = 651 kNm)
533 x 210 x 82 UB (Mu = 566kNm)
457 x 191 x 74 UB (Mu = 456kNm)
157 x 191 x 67 UB (Mu = 405kNm) 61 5 I 1056 l+l + v e l 460 I 483 I
- ve - 204
4 5 7 x l 5 2 x 5 2 U B
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Portal frame Capacity Tables
Connection Moment Capacity (kNm)
Stiffener Stiffener & Stiffener & Capacity
Connection Maximum Axial
Compression Compression Compression Shear Force in Rafter
only Rib Stiffener Morris Stiffener (kN) (comp" + ve ) (kN)
Column
PORTAL FRAME EAVES HAUNCH CONNECTIONS
'
Haunch Cutting
406 x 140 x 39 UB Ratters to 457 x 191 UB and 406 x 178 UB Columns Flush End Plate - All Design Crude 43 Steel
+ve
- ve +ve
+ve
+ve
- ve
- ve
- ve
Fitted compression
80 x 25 (8 FW) stiffener ,
+213 - 196
447 I 455 I 532
422 I 495 + 161 395 I 346 I 359 I 497 + 70
284 I 334 I 370 + 185
950 .
950
950
902
- 196
- 165 - 155 457 x 152 x 52UB
-176 - 147
- 136 -
Bolts M24 8.8 a t 90 gauge
End plate 200 x 20
(varies) J,
457 x 191 x 74 UB (Mu = 456kNm)
457 x 191 x 67 UB (MU = 40SkNm)
406 x 178 x 60 UB (MU = 329kNm)
4 0 6 x l 7 8 x 5 4 U B (Mu = 289kNm)
406 x 140 x 39 UB Ratters to 457 x 191 UB and 406 x 178 UB Columns Extended End Plate - All Design Crude 43 Steel
90
90
Fitted compression
stiffener 80 x 25 (8 FW)'
J Z m e n t /'
'$
(varies)
d
Bolts M24 8.8 at 90 gauge
E n d plate 200 x 20
Force in Rafter
457 x 152 x 52UB
7 97 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
Connection Moment Capacity (kNm)
Compression Compression Compression Stiffener Stiffener & Stiffener &
Column
only Rib Stiffener Morris Stiffener
PORTAL FRAME EAVES HAUNCH CONNECTIONS
Connection Maximum Axial
Shear Force in Rafter Haunch (W Cutting
(kN) (camp" + ve ) Capacity
356 x 127 x 33 UB Rrrfterr to 457 x 191 UB and 406 x 140 UB Columns Flush End Plate - All Design Gmde 43 Steel
457x191 x 6 7 U 6
4 0 6 x l 7 8 x 6 0 U 6
4 0 6 x l 7 8 x 5 4 U B
(Mu = 40SkNm)
(Mu = 329kNrn)
(Mu = 289kNm)
90
+ve 332 I 339 1 374 + 156 -147
+ve 283 I 309 I 359 + 70 -1 76 +211 - 84
+ve 207 I 281 I 281
796
796
796 ’
- ve - 166
406 x 140 x 39 U6 . ve - 126
- ve -117
Fitted compression
8Ox25(8MI) stiffener ,
(varies)
Bolts M24 8.8 at 90 gauge
End plate 200 x 20
356x 127x 33 UB Rafters to 457x 191 UB and 406x 140 UB Columns Ortended End Plate - All Design Grade 43 Steel
130
/ Slope 0 - 15’
90 90
Fitted compression
80 x 25 (8 FW) stiffener,
‘ i 4 i
Y””Y- I. _” I End da te 200 x
L-+’ U (varies) J,
20
457 x 191 x 67 U6
406 x 140 x 39 U6
7 98 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Portal Frame Capacity Tables
+ve Moment
PORTAL FRAME APEX HAUNCH CONNECTIONS
Maximum Axial Shear Moment Capacity Force in Rafter Capactiy
(kN) (kNm) (compn +vel
567 398
845
25 25
I
200 x 15 plate
Maximum Axial Shear Moment Capacity Force in Rafter Capactiy
I 652 1 333 I Moment
I 7J" - ve I -435 I - 7 0 Moment
Bolts M24 grade 8.8
90gauge
End plate 250 x 25
533 x 210 x 82 UB Rafter (Mcx = 566kNm)
25 25
I
200 x 15 plate
I -431 I - 7 0 I Moment
Bolts M24 grade 8.8
90gauge
End plate 250 x 25
457 x 191 x 74UB Rafter (Mcx = 456kNm)
90
60 70 90
100
5 /
200 x 15 plate
Moment Shear Capacity
(kNm)
Force in Rafter (kN)
(compn +vel
Capactiy
466 550 +ve Moment
845 - ve
Moment
Bolts M24 grade 8.8
90gauge
End plate 200 x 20
7 99 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
- ve Moment
PORTAL FRAME APEX HAUNCHCONNECTIONS
580
- 79 - 70
457 x 191 x 67UB Rafter (Mrx = 405kNm)
20 20
111 A0 Slope 0 - 1 5 O
90
60 70 .' 90
100
- r
17
loplate ' 1 5 ,! v- 200 x 15 plate
Force in Rafter Capacity
+ve Moment
395 462 I
- ve Moment I -332 1 - 7 0
Bolts M24 grade 8.8
90gauge
End plate 200 x 20
Shear
845
457 x 152 x 60 UB Rafter (M, = 353kNm)
20 20
I ill /-+O
60 70 90
100 2
150 x 12 plate .
Moment
+ve Moment
458 1 237 I
457 x 152 x 52 UB Rafter (M, = 307kNm)
20 20
I ' lT1 /-+ 100
60 70
100
I ent
150 x 12 plate
+ve Moment
- ve Moment
Shear
-151 I - 7 0
475
Bolts M24 grade 8.8
90gauge
End plate 200 x 20
200 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Portal Frame Capacity Tables
- ve Moment
PORTAL FRAME APEX HAUNCH CONNECTIONS
- 70 -136
406 x 140 x 46 UB Rafter (Mew = 245kNm)
198 +ve Moment
20 20
70
475
6o 70 E 100 s
I ent
150 x 10 plate
Moment
7 1 260 1 245 1 475 Moment
- ve Moment - 1 38 - 70
Bolts M24 grade 8.8
90gauge
End plate 200 x 20
406 x 140 x 39 UB Rafter (M, = 798kNm) 20 20
I
10
60 70
100
150 x 10 plate
7
Maximum Axial Shear Moment Capacity Force in Rafter Capactiy 1 I (W 1
(kNm) (camp" +vel
I 254 I 84 1 Moment
I I I I I 475
356 x 127 x 33 UB Rafter (M, = 748kNm) 20 20
rrl A
60 70 100
. /
150 x 10 plate
Moment Axial Shear Capacity Force in Rafter apactiy 1 (W 1. 1 (kNm)
(compn +vel
- ve Moment I -122 I - 7 0 I
Bolts M24 grade 8.8
90gauge
End plate 200 x 20
20 7 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
WIND-MOMENT CONNECTIONS NOTES ON USE OF THE CAPACITY TABLES
Tables are presented for connections suitable for use in wind-moment frames as described in Section 3. Connections using M20 8.8 bolts, with flush and extended end plate details are shown, followed by similar connections with M24 8.8 bolts. The details are made symmetrical to suit the reversible moments expected in wind-moment frames.
The moment capacities of the connection shown may be used for all weights of beams, in design grades 43 or 50, within the serial sizes indicated. All end plates are design grade 43. Column side capacities for design grades 43 and 50 must be checked as described below.
For the connection to work in the intended manner it is important that plate size and steel grade, bolt sizes, weld sizes and dimensions are rigidly adhered to. Deviating from them may either reduce the resistance of the connection, compromise i t s ductility or invalidate the column check. A table of dimensions for detailing to suit individual beams i s provided on page 21 9.
Axial forces in the beams within wind-moment frames are generally ignored in design (reference 1 l), and therefore the standard connections are calculated without considering them.
BEAM SIDE
Moment Capacity
Dimension A
Weld Sizes
The moment capacity for the beam side of the connections shown is calculated using the method of Section 2.8. Bolt row forces are shown in the diagram.
An asterisk * indicates that, with the detail illustrated, the beam sections noted can only be used in design grade SO steel because, in design grade 43 steel, they have a beam flange compression flange capacity which is less than ZF, and the connection i s not sufficiently ductile.
If reduced bolt row forces on the column side limit development of the beam side forces shown, a reduced moment capacity must be calculated.
Is the lever arm from the centre of compression to the lowest row of tension bolts.
All flange welds to be full strength with a minimum visible fillet of 1 Omm (Section 2, STEP 7). All web welds to be continuous 8FW.
COLUMN SIDE Tension Zone
Compression Zone
Panel Shear Capacity
A tick d in the table indicates that the column flange and web in tension have a greater capacity than the beam force(s) indicated in the beam table. Where the column has a smaller capacity, reduced bolt row forces are shown. A reduced moment resistance may be determined from these lower forces, or the column flange may be stiffened in the tension zone (Section 2, STEP 6D).
The capacities have been calculated assuming that the column top is a t least 1 OOmm above the beam flange or top row of bolts.
Where stiffening is employed the bolt row forces must be re-calculated (Section 2, STEP 1 A) and the compression zone checked (Section 2, STEP 2A).
A tick d in the table indicates that the column web has a greater compression capacity than the sum of the bolt row forces (CF,). The check was made using a st i f f bearing length from the beam side of the connection of 50mm.
An 5 in the table shows that column web compression capacity is lower than the sum of the bolt row forces (CF,); the figure in brackets shows the column web compression capacity. The web must be stiffened to resist CFr.
The panel shear capacity i s that of the column web. The applied web panel shear must take account of beams connecting onto both flanges and the direction of the applied moments. (See Section 2, STEP 3.)
202 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Wind-Moment Connection Capacity Tables
Worked Example Using the Capacity Tables
DESlGN EXAMPLE 1
Design connections for the configurations and forces shown, the moments are from wind forces and are reversable:
H Design grade 43
V = 300kN V = 400kN M = +320kNm M = -185kNm
H Design grade 43
V = 400kN V = 300kN M = -320kNm
H M = +185kNm
Connection to the inner column
Try an extended end plate connection with two rows M24 8.8 Bolts - 250 x 15 End Plate (page 216)
Moment capacity
Vertical shear
Beam side
358kNm > 320kNm
739kN > 300kN
Column web panel shear
A
OK
OK
Column side
Tension zone d OK
Compression zone d OK (no stiffening required)
Note: If the column side flange is thinner than the end plate bolt bearing on the flange should be checked.
876kN c 2 x 548 kN (two beams)
< 1096kN unsatisfactory
Web strengthening is required
Supplementary web plate or diagonal stiffeners to be provided
(See STEP 6 0 and example pages 13 1 - 133)
Vote: The above calculation is conservative since the applied moments are 320kNm and Zfr can be reduced by the difference in the table value and the applied value divided by the lowest lever arm (dimension A).
(358 - 320) x 1 O3 Fr reduction = = 62kN
: applied panel shear 610
= ( 5 4 8 - 6 2 ) ~ 2 = 972kN > 876Kh
unsatisfactory
Web strengthening is still required
203 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
Connection to outer columns
Try a connection identical to inner column:
Moment capacity
Vertical Shear
Column Web Panel shear
Beam side
358kNm > 185kNm OK
793kN > 400kN OK
Column side
Tension zone: 2nd. bolt row = 274kN
Reduced moment capacity
= (242 x (0.61 0 +O. 10)) + (274 x 0.61 0)
= 339kNm >. 185kNm OK
ZFr = 242 + 274 = 516kN > 360KN unsatisfactory
The web may be reinforced by a supplementary web plate or by diagonal stiffeners. Alternatively a reduced moment capacity may be calculated:
Fr2 = 360-242 = 118kN
Reduced moment capacity
= (242x (0.610 + 0.10)) + (7 18x 0.610)
= 244 kNm 0 > 185kNm OK
Compression Zone
ZFr = 360kN < 436kN OK
no stiffening required
204 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
\ Wind-Moment Connection Capacity Tables
WIND-MOMENT CONNECTIONS -
aJ v)
IQ aJ W
2 E
1 ROW MZO 8.8 BOLTS GRADE 43 FLUSH END PLATE 2 0 0 x 12 DESICB
BEAM - DESIGN GRADES 43 & 50
Beam Serial Size
Dimension 'A'
(mm)
38 7
384
337
333
287
284
239
239
24 1
187
191
' Moment Capacity
W W
80
80
70
69
60
59
50
49
50
39
40
55 90 55
Optional shear row 90
60
258kN without shear row
442kN with shear row
457 x 191
457 x 152
406 x 178
406 x 140
356 x 171
356 x 127
305 x 165
305 x 127
305 x 102
254 x 146
254 x 102
DESIGN GRADE 43 DESIGN GRADE 50
COLUMN
Serial Size
1 F, T ~ F I Panel Shear
Cap a c i
Iompn. Zone
1110 356 x 368 x 202
177 153 129
305 x 305 x 198 158 137 118 97
2 5 4 x 2 5 4 ~ 1 6 7 132 107 89 73
849 d
605
1037 81 6 703
882 685 551 434 360
see: Notes - page 202
Example - page203
459 353 322 272
203 x 203 x 86 71 60 52 46
598 d I 460
245 I 198 Tension Zone:
d xxx
d Column capacity exceeds ZF,
Column satisfactory for bolt row tension values shown for the beam side. Calculate reduced moment capacity using the reduced bolt row value.
Compression Zone:
Sections not Class 1 and therefore not suitable for use in wind moment frames
205 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
WIND-MOMENT CONNECTIONS
aJ s v)
E a 0 U -
2 RO 200x I2 DESK
BEAM - DESIGN GRADES 43 & 50
Beam Serial Size
533 x 21 0
457 x 191
457 x 152
406 x 140
406 x 140
Dimension 'A'
(mm)
372
297
294
24 7
243
Moment Capacity
(kNm)
150
123
122
105
102
DESIGN GRADE 43
Tension Zone Compn.
1000 849 725 605
1037 81 6 703
882 685 551 434 360
459 353 322 2 72 245
Tensio
d d d d d d d d d d
d d d d d d d d
198 97 Zone:
MS MZO 8.8 BOLTS Y GRADE 43 FLUSH END PLATE
12 200
+----r
515kN
I DESIGN GRADE 50
Tension Panel Shear Compn.
Serial Size
5 0 5 x 3 0 5 ~ 1 9 8 d d d 1350 158 I z I d d I 1060 137 d d 91 6
!54 x 254 x 167 d 132 I z I z I :i: 107 d d 71 8
2 0 3 x 2 0 3 ~ 8 6 598 71 d d I 460
d d d xxx Compression Zone:
Column satisfactory for bolt row tension values shown for the beam side. Calculate reduced moment capacity using the reduced bolt row values.
d Column capacity exceeds ZF,
Sections not Class 1 and therefore not suitable for use in wind moment frames
see: Notes - page 202
Example - page203
286 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Wind-Moment Connection Capacity Tables
WIND-MOMENT CONNECTIONS
2 ROWS MZO 8.8 BOLTS 250 x 12 DESIGN GRADE 43 FLUSH END PLATE
BEAM - DESIGN GRADES 43 & 50
Serial Capacity Size
686 x 254
610 x 229
533 x 210
457 x 191
457 x 152
520 220
445 190
372 160
297 131
294 129
DESIGN GRADE 43
Panel Shear
Capacity (W
1000 849
882 d d 685 d d 551 d d 434 d d 360 d d
459 I/ d 353 d d 322 d d 272 d d 245 198 97
Tension Zone:
tompn. Zone
d d d d
d d d d d
d d d
5 (360) d
12 r' 80 90 80
60 90
90
60
COLUMN
Serial Size
$56 x 368 x 202 177 ,153 129
$05 x 305 x 198 ,158 137 118 97
5 4 x 254 x 167 132 107 89 73
203 x 203 x 86 71 60 52 46
DESIGN GRADE 50
Tension Panel Shear Compn.
Zone
d d d 1149 d d d 892 d d d 71 7
566
598 I 460
d d Column satisfactory for bolt row tension values shown for the beam side. xxx xxx Calculate reduced moment capacity using the reduced bolt row values.
d Column capacity exceeds ZF, Compression Zone:
5 (xxx) Column requires stiffening to resist ZF, ( Value is the column web capacity.) Sections not Class 1 and therefore not suitable for use in wind moment frames
See:
Notes
Exam
- page 202
- page203
207 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
2 ROW M2O 8.8 BOLTS 200 x 12 DESIGN GRADE 43 EXTENDED END PLATE
BEAM - DESIGN GRADES 43 & 50
Beam Serial Size
533 x 210 457 x 191 457 x 152 406 x 178 406 x 140 356 x 171 356 x 127 305 x 165 305 x 127
305 x 102 254 x 146
254 x 102 *
Dimension 'A'
(mm)
462
384 337 333 28 7 284 2 39 239 24 1 187 191
387
Moment Capacity
(kNm)
165 141 140 124 123 107 107 91 91 92 74 75
* 305 O2 25 these sections suitable 254 O2 25 } in design grade 50 only
x 22
Panel Shear
Capacit] (W
1000 849 725 605
1037 81 6 70 3 595 503
882 685 55 1 434 360
459 353 322 272 245
Tensio
d d d d d 191 d 181 d 107
Lone:
12 4
200
515kN without shear row
I 698kN with shear row I
DESIGN GRADE 43 I COLUMN
Serial Size
Compn. 'One
d 129
305 x 305 x 198
107
203 x 203 x 86
52 46
DESIGN GRADE 50
:ompn. Zone
Tension Panel 1 F,, I Capacity Shear
d d d 1150
d d l d d d d I 7 1 8 893
598 I 460
d d d xxx Compression Zone:
Column satisfactory for bolt row tension values shown for the beam side. Calculate reduced moment capacity using the reduced bolt row value.
/ Column capacity exceeds ZFr
Sections not Class 1 and therefore not suitable for use in wind moment frames.
See:
Notes - page 202
Example - page203
208 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Wind-Moment Connection Capacity Tables
WIND-MOMENT CONNECTIONS -
aJ v)
m OI
3
E m
aJ E
2 ROWS M2O 8.8 BOLTS 250 x 12 DESIGN GRADE 43 EXTENDED END PLATE
BEAM - DESIGN GRADES 43 & 50
Beam Serial Size
686 x 254
610 x 229
533 x 210
457 x 191
457 x 152
Dimension 'A'
(mm)
61 0
535
462
387
384
DESIGN GRADE 43
Compn. Zone
882 685 551 434 360
459 353 322 272 245
Tensil
d d d d d d d d d d d d d 206 d
d d d d d d d 191 d d 181 d d 107 d
Zone:
Moment Capacity
(kNm)
236
209
183
156
155
250
40 60
90
60 40
515kN without shear row
- - - (see notes)
COLUMN
Serial Size
356 x 368 x 202 177 153 129
305 x 305 x 198 158 137 118 97
254 x 254 x 167 132 107 89 73
203 x 203 x 86 71 60 52 46
DESIGN GRADE 50
Iompn. Zone
Tension Panel I F,, I Capacit) Shear
d d d 1350 z I z I 1060 91 6
d d d 1150 d d d 893 d d d 71 8
566
d d d xxx Compression Zone:
Column satisfactory for bolt row tension values shown for the beam side. Calculate reduced moment capacity using the reduced bolt row value.
d Column capacity exceeds TF,
Sections not Class 1 and therefore not suitable for use in wind moment frames
see: - page 202 Notes
Example - page203
209 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
WIND-MOMENT CONNECTIONS
3 ROWS M20 8.8 BOLTS 200 x 12 DESIGN GRADE 43 EXTENDED END PLATE BEAM - DESIGN GRADES 43 6r 50
Beam Serial Size
533 x 21 0
457 x 191
457 x 152
406 x 178
406 x 140 *
Dimension 'A'
(mm)
372
29 7
294
24 7
24 3
Moment Capacity
(kNm)
220
184
182
160
155
' 406 x 140 x 39 is suitable in design grade 50 only
DESIGN GRADE 43
Panel Tension Shear Zone Compn.
882 d d d 685 d d d 551 d d d 434 d J d 360 d 206 d
459 d d d 353 d d d 322 d 191 d 272 d 181 121 245 d 107 90
Tension Zone:
d d d d
5 (436)
d J
5 (440) 5 (360) 5 (313)
12
ff
. . *' - - - (see notes)
772kN
I DESIGN GRADE 50
Tension Panel Shear Compn.
COLUMN
Serial Size
!03 x 203 x 86 71
d d d Column satisfactory for bolt row tension values shown for the beam side. d xxx xxx Calculate reduced moment capacity using the reduced bolt row values. Compression Zone:
d Column capacity exceeds ZFr
5 (xxx) Column requires stiffening to resist ZFr ( Value is the column web capacity.) Sections not Class 1 and therefore not suitable for use in wind moment frames
see: Notes - page 202
Example - page203
210 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Wind-Moment Connection Capacity Tables
WIND-MOMENT CONNECTIONS
3 ROWS MZO 8.8 BOLTS 250 x 12 DESIGN GRADE 43 EXTENDED END PLATE
BEAM - DESIGN GRADES 43 & 50 12 +7 Beam
Serial Size
Dimension 'A'
(mm)
520
445
372
297
294
Moment Capacity
(kNm)
330
288
247
206
204
686 x 254
610 x 229
533 x 210
457 x 191
457 x 152 ' - - - * (see notes)
772kN
7
c DESIGN GRADE 43 I ESlGN GRADE 50
Tension Panel Shear
F , ~ Capacit) (kN) (kN) (W
d d d d d d 1110
Compn. Zone
Panel Tension Shear Zone Compn.
COLUMN
Serial Size
3 5 6 x 3 6 8 ~ 2 0 2
129
305 x 305 x 198 158 137
605
1037 81 6 70 3
882 685 55 1 434 360
d d d d 254 x 254 x 167 d d d d 132 d d d d 107 d d d d 89 d 206 d S(436) 73
see:
Notes - page 202
Example - page203
203 x 203 x 86
d 191 d S(440)
46 Tension Zone: d d d Column satisfactory for bolt row tensior d xxx xxx Calculate reduced moment capacity usi Compression Zone:
d Column capacity exceeds ZF, S (xxx) Column requires stiffening to resist ZF,
Sections not Class 1 and therefore not SI
d d d
5 (464) 5 (404)
values sho 3 the redu
Value is th table for U
vn for the beam side. :ed bolt row values.
column web capacity.) #e in wind moment frames.
27 7 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
1 ROW M24 8.8 BOLTS 200 x 15 DESIGN GRADE 43 FLUSH END PLATE
BEAM - DESIGN GRADES 43 & 50
55 90 55
Dimension ‘A’
(mm)
38 7 384 337 333 28 7 284 239 238 241 187
191
Moment Capacity
(kNm)
119 118 103 102 88 87 73 73 74 57
58
Beam Serial Size
457 x 191 457 x 152 406 x 178 406 x 140 356 x 171 356 x 127 305 x 165 305 x 127
305 x 102* 254 x 146
254 x 102 *
15
Optional shear row
90
60
I Vertical shear capacity I 370kN without shear row
these sections suitable in design grade 50 only
DESIGN GRADE 43
Panel Tension Shear
tapacity F, (kN) (kN) ‘One 1 Compn.
Zone
COLUMN
Serial Size
Tension Panel Shear
Capacit)
1300 356x 368x202 177 153 129
1000 849 725 605
1037 81 6 703
305 x 305 x 198 158 137 118 97
d 1350 d I 1060
2 5 4 x 2 5 4 ~ 1 6 7 132 107 89 73
882 685 55 1 434 360
d d d d
297
see: Notes - page 202
Example - page203
203 x 203 x 86 71 60 52 46
d 598 d I 460
d d d d d
:isfactory f !duced mc
rr bolt row tension ment capacity usii
Tension Zone: d Column sz
xxx Calculate I
vn for the beam side. :ed bolt row value.
Compression Zone: d Column capacity exceeds ZF,
Sections not Class 1 and therefore not suitable for use in wind moment frames
272 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Wind-Moment Connection Capacity Tables
WIND- MO MEN T CONNECT10 NS
2 ROWS M24 8.8 BOLTS N GRADE 4 3 FLUSH END PLATE 2 0 0 x IS DES1
BEAM - DESIGN GRADES 43 & 50
Dimension 'A'
(mm)
Moment Capacity
(kNm)
233
191
186
161
158
Beam Serial Size
200 i-1 15
533 x 210 372 I I I I I I I I I I I I I I I
457 x 191 297
457 x 152 294
406 x 178 247
406 x 140 * 243
739kN
' 406 x 140 x 39 is suitabfe in design grade 50 only
DESIGN GRADE 43 DESIGN GRADE 50
Panel Shear
Capacit) ( W
1000 849 725 605
-
COLUMN
Serial Size
Tension Panel .ompn. I F, Z;;e I Shear
Capacip Zone Compn. Zone
' ' ' ' ' ' ' ' '
356 x 368 x 202 177 153 129
" " "
305 x 305 x 198 158 137 118 97
1350 I 1060 ' ' I ' " ' 1037 81 6 703 595 503
882 685 55 1 434 360
459 35 3 322 272 245
Tensio
"
' d " " "
297 r /
254 x 254 x 167 132 107 89 73
2 0 3 x 2 0 3 ~ 8 6 71 60 52 46
see: Notes - p g e 202
Example - page203
' ' ' ' 5 (436)
' S (512) S (440) S (360) '
d' ' d
297 204 265 118 204 90 !one:
d ' ' xxx Compression Zone:
Column satisfactory for bolt row tension values shown for the beam side. Calculate reduced moment capacity using the reduced bolt row values.
c/ Column capacity exceeds ZF, 5 (xxx) Column requires stiffening to resist ZFr ( Value is the co/umn web capaci&)
Sections not Class 1 and therefore not suitable for use in wind moment frames
273 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
WIND-MOMENT CONNECTIONS
2 ROWS M24 8.8 BOLTS 250 x 75 DESIGN GRADE 4 3 FLUSH END PLATE
BEAM - DESIGN GRADES 43 & 50 250 1s Beam
Serial Size
Dimension 'A' (mm)
520
445
3 72
297
294
Moment Capacity
W m )
326
283
240
197
195
686 x 254
610 x 229
533 x 210
457 x 191
457 x 152 Vertical shear capacity E3 739kN
(seenotes)
DESIGN GRADE 43 I I DESIGN GRADE 50
COLUMN
Serial Size
Compn. Zone
Tension Panel Shear
Capacit)
1300 1110
Panel Tension Shear
(W (kN)
1000 849 / / 725
3 5 6 x 3 6 8 ~ 2 0 2 177 153 129
305 x 305 x 198 158 137 118 97
1037 81 6 70 3
/ / / /
5 (553)
r / / /
5 (436) I (557)
254 x 254 x 167 132 107 89 73
882 685 55 1 434 360
see: Notes - page 202
Example - page203
/ 5 (512) 5 (440) 5 (360) /
2 0 3 x 2 0 3 ~ 8 6 71 60 52 46
297 204 265 118
245 204 90 Tension Zone: / / Column s / xxx Calculate
isfactory f !duced mc
lr bolt row tension rnent capacity usir
values shown for the beam side. g the reduced bolt row values.
Compression Zone: v Column capacity exceeds ZF,
5 (xxx) Column requires stiffening to resist ZF, ( Voalue is the column web copocity.) Sections not Class 1 and therefore not suitable for use in wind moment frames
274 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Wind-Moment Connection Capacity Tables
882 685 551 434 360
WIND-MOMENT CONNECTIONS
d d d d d d d d d d 301 d d 274 5 (436)
-
aJ v)
a aJ
s E m
d d d 276 d 221 d 131
2 ROWS M24 8.8 BOLTS 200 x 15 DESIGN GRADE 43 EXTENDED END PLATE
d d d d
BEAM - DESIGN GRADES 43 & 50 iR{ 55 90 55
15 d Dimension
'A' (mm)
462
38 7
384
337
333
287
284
239
238
Moment Capacity
(kNm)
250
21 3
21 1
188
186
163
161
139
139
Beam Serial Size
533 x 210
457 x 191
457 x 152
406 x 178
406 x 140 * 356 x 171
356 x 127 * 305 x 165
305 x 127
60 40
I Vertical shear caDacitv I ' 406 x 140 x 39 } these sections suitable
in design grade 50 only 356 x 127 x 33
739kN without shear row
DESIGN GRADE 43 I DESIGN GRADE 50
COLUMN
Serial Size
Compn. Zone
Tension Panel Zone Shear
Fr1 Fr2 Capacit) (kN) (kN) (kN)
Panel Tension Shear
3 5 6 x 3 6 8 ~ 2 0 2 177 153 129
d d I 1300 1110
305 x 305 x 198 158 137 118 97
254 x 254 x 167 132 107 89 73
see: Notes - page 202
Example - page203
459 353 322 272
d d 598 d 293 I 460
203 x 203 x 86
52 46 245 I d 100 I d
Tension Zone: d d d xxx Compression Zone:
Column satisfactory for bolt row tension values shown for the beam side. Calculate reduced moment capacity using the reduced bolt row values.
d Column capacity exceeds ZF, 5 (xxx) Column requires stiffening to resist ZF, ( Value is the column web capacity.)
Sections not Class 1 and therefore not suitable for use in wind moment frames.
275 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
WIND- MOMENT CONNECTIONS
2 ROWS M24 8.8 BOLTS 250 x 15 DESIGN GRADE 43 EXTENDED END PLATE BEAM - DESIGN GRADES 43 & 50
Beam Serial Size
686 x 254
610 x 229
533 x 210
457 x 191
Dimension 'A' (mm)
61 0
535.
462
387
DESIGN GRADE 43
Tension Zone Compn.
loo0 849 I d d
882 685 551 434 360
d d d d d d d 301 d 274
d d d d
5 (436)
459 353 322 272 245
Tensia
d d d 276 d 221 d 131
204 100 Zone:
d 5 (512) 5 (440) 5 (360)
d
Moment Capacity
(kNn-0
358
31 7
277
236
15 250
40 60
90
60 40
Optional shear row
739kN without shear row
(see notes)
1 DESIGN GRADE 50
Tension Panel Shear Compn.
Serial Size
156 x 368 x 202 d d 177 I z I d d
d d d xxx Compression Zone:
Column satisfactory for bolt row tension values shown for the beam side. Calculate reduced moment capacity using the reduced bolt row values.
d Column capacity exceeds ZF,
S (xxx) Column requires stiffening to resist ZF, ( Value is the column we6 capacity.) Sections not Class 1 and therefore not suitable for use in wind moment frames.
see: Notes - page 202
Example - page203
276 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Wind-Moment Connection Capacity Tables
WIND-MOMENT CONNECTIONS
3 ROWS M24 8.8 BOLTS 200 x I5 DESIGN GRADE 4 3 EXTENDED END PLATE
BEAM - DESIGN GRADES 43 & 50 200 - 15 4 Moment
Capacity (kNm)
342
286
Dimension 'A' (mm)
372
29 7
Beam Serial Size
533 x 210
457 x 191
55 90 55
I7-f-i 40 60
90
90
60 40
1 109kN
DESIGN GRADE 50 DESIGN GRADE 43
COLUMN
Serial Size
Compn. Zone
Panel Shear
CapaciQ
1300 1110
I (kN)
Compn. Zone
Panel Shear
Capacit) (kN)
1000 849 725 605
1037 81 6 703 595 503
- d d d
S (605)
356 x 368 x 202 177 153 129
305 x 305 x 198 158 137 118 97
254 x 254 x 167 132 107 89 73
see: Notes - page 202
Example - page203
882 685 55 1 434 360
459 353 322 272 245
Tensio
5 (701) S (512) S (440) S (360) S (313)
203 x 203 x 86 71 60 52 46
S(666) I d d 293 d * ' I 460 598 d d d d 276 d d 221 d d 131 118 d 100 90
Zone: d d d Column satisfactory for bolt row tension values shown for the beam side. d xxx xxx Calculate reduced moment capacity using the reduced bolt row values. Compression Zone:
d Column capacity exceeds TF,
S (xxx) Column requires stiffening to resist TF, ( Value is the column web capucitp) v r I Sections not Class 1 and therefore not suitable for use in wind moment frames r+ :-
277 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
WIND-MOMENT CONNECTIONS -
W
v)
cp W W
P E
3 ROWS M24 8.8 BOLTS 250 x 15 DESIGN GRADE 4 3 EXTENDED END PLATE BEAM - DESIGN GRADES 43 & 50 15 25 0
Beam Serial Size
Dimension 'A'
(mm)
520
445
372
29 7
Moment Capacity
(kNm)
498
436
376
31 5
40 60
90
90
60 40
686 x 254
610 x 229
533 x 210
457 x 191
a C 0 .- E E
1 109kN
COLUMN
Serial Size
DESIGN GRADE 50 DESIGN GRADE 43 - Panel Shear
Capacig (W
1000 849 725
Compn. Zone
d d
S (766) S (605)
356 x 368 x 202 177 153 129
305 x 305 x 198 158 137 118 97
d d d
S (692) s (553)
d d
s (744) s (557) S (436)
2 5 4 x 2 5 4 ~ 1 6 7 132 107 89 73
882 685 55 1 434 360
d d d d d d d d d d 301 d d 274 182
d d d d 1150 d d d d 893 d d d d 718
see: Notes - page 202
Example - page203
459 35 3 322 272
d d d d 276 d d 221 155 d 131 118
203 x 203 x 86 71 60 52 46
5 (701) S (512) S.(440) S (360) S (313) 245 I 204 100 90
Tension Zone: d d d Column satisfactory for bolt row tension values shown for the beam side. d xxx xxx Calculate reduced moment capacity using the reduced bolt row values. Compression Zone:
d Column capacity exceeds ZF, S (xxx) Column requires stiffening to resist ZF, ( Value is thecolumn web capacity.)
Sections not Class 1 and therefore not suitable for use in wind moment frames.
278 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
WIND-MOMENT CONNECTIONS DIMENSIONS FOR DETAILING
I Flush End plate
overall depth
mm DF
Extended End plate
overall depth
mm DE'
dimension dimension
a1
DF 1 a2
rnm 25
mm
I 395 390 385 380
686 x 254 x 170 152 140 125
5 75 5 70 565 560
750 880
320 31 0 31 0 300
245 240 235 235 230
610 x 229 x 140 125 113 101
5 3 3 x 2 1 0 ~ 1 2 2 109 101 92 82
500 490 490 480
425 420 41 5 41 5 41 0
670 800
: 25 60 90
90
600 730
350 345 340 340 335
170 165 160 160 155
457x 191 x 98 89 82 74 67
457x 152 x 82 74 67 60 52
4 0 6 x 1 7 8 ~ 74 67 60 54
520
345 340 340 335 3 30
165 160 160 155 150
520 650
295 290 285 285
115 110 105 105
470 600
406 x 140 x 46 39
280 2 75
loo I 450 95
580 DE
DE
356x 171 x 67 57 51 45
245 240 235 230
420 I 550
540 3 5 6 x 1 2 ~ 39
305 x 165 x 54
I 410
360 490 50 40 60 90
a2
90
I00
360 305 x 127 x 48 190
42 185 37 185
195 28 190 25 185
140 37 135 31 135
140 25 135 22 135
305 x 102 x 33
254 x 146 x 43
254 x 102 x 28
490
500
440
31 0 440
See capacity table diagram for plate thickness and other dimensions appropriate to the moment capacities All plates to be design grade 43
279 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Mornen t Connections
PY * (N/mmz)
MATERIAL STRENGTHS AND FASTENER CAPACITIES Extracts of tables from BS 5950:Part 1 and BS EN 10025
us * (N/mm2)
I Steel strengths
Shear strength, p,
Bearing strength, pw (But see bearing strength of connected parts)
Tension strength, p,
Design & Ultimate Strengths, pv & U, for Sections, Plates and Hollow Sections
375
1035
See APPENDIX IV
Design Grade
43
50
Thickness less than or
equal to (mm)
16 40 63 80 100
16 40 63 80 100
275 265 255 245 235
355 345 335 325 31 5
} 410
} 490
* In BS EN 10025 the yield and ultimate strengths are designated R," and Rm (Table 6)
Electrode strength
I E43 I E51 Design grade I of steel
(Table 36)
Bearing strength: connected parts / 8.8 bolts
Bearing strength of connected parts for ordinary bolts in clearance holes, pbs (N/mm2)
Design grade of steel
(Table 33)
~~~ ~~
Bolt strengths
Strength of 8.8 bolts in clearance holes (N/mmz)
Bearing strength: connected parts / "High strength
friction grip" bolts Bearing strength of connected parts for
parallel shank friction grip fasteners, p,(N/mm2:
Design grade of steel
J (Table 34)
220 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Material strengths and fastener capacities
M16
M2O
M24
W30
CAPACITIES FOR ORDINARY BOLTS TO BS 3692 and BS 4190"
Capacities in kN for bolts in 2mm clearance holes 5 24mm Dia. 3mm clearance holes > 24mm Dia.
mm2 kN kN Single Double 5 6 7
157 70.7 87.9 58.9 118 36.8 44.2 51.5
245 110 137 91.9 184 46.0 55.2 64.4
353 159 198 132 265 55.2 66.2 77.3
561 252 31 4 210 421 69.0 82.8 96.6
8
58.9
73.6
88.3
110
9 10 12
66.2 73.6 88.3
82.8 92.0 110
99.4 110 132
124 138 165
8.8 bolts - Design grade 43 material
Bearing capacity at 460 N/rnrn* for e 2 2d
Thickness in rnrn of plate passed through shear plane
~~
Bolt Size
110 132
138 166 184
166 199 221
207 t 248 276
~~
8.8 bolts - Design grade 50 material
- Bolt Size
Zapacity Enhanced Value at 560 N/rnm2
kN
87.9
137
198
314
Bearing capacity at 550 N/rnrn2 for e 2 2d
Threads in the shear plane
Thickness in rnrn of plate passed through area at 450 I N/rnrnz 4 116 132
- 10 - 12
- 25
- 9
- 15 - 18
264 290 I 330 363
~ 252
6 -
W16
w20
U24
U30 -
52.8
66.0
79.2
99.0 -
79.2
99.0
119
148
-
88.0
110
132
165 -
106 132
132 165 198
238
297 -
91.9 184 55.0
265 66.0
210 421 82.5
198 158
198 - 248
- 41 2 -
M2O and M24 are recommended sizes
These standards will be replaced by: " Bolts : BS EN24014 and24016 Nuts : BS EN 24032,24033 and 24034 Screws : BS EN24017and24018
22 7 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
Bolt Size
M16 M2O M24 M30
CAPACITIES FOR "HIGH STRENGTH FRICTION GRIP" BOLTS TO BS 4604 : Part 1 and BS 4395 : Part 1
Capacities in kN for bolts in 2mm clearance holes 5 24mm Dia. 3mm clearance holes > 24mm Dia.
Bearing value of plate at 1065 N/mm2 and end distance e 2 3d Thickness in mm of plate passed through
5 6 7 8 9 10
85.2 102 106 128 1 49 1 70 128 153 179 204 230 256 160 192 224 256 288 320
Shear and tensile values in design grade 43 material I I
Preloaded ("HSFC") Non-preloadel
Bolt ( ' U p Resistant c3)Sing le Tensile Proof Stress Load Area Of Bolt Single Double Capacity Capacity mm2 PO 0.9 PO Shear Shear
(2) Tensile Shear Size Capacity
M16 157 92.1 82.9 45.6 91.2 75 62
M2O 245 144 130 71.3 143 117 97
M24 353 207 186 102 205 169 1 40
M 30 561 286 25 7 142 283 236 222
(4)
Double Shear
Capacitj
124
1 94
280
445
Bearing values for preloaded (IIHSFCI') bolts in design grade 43 material (5 )
Bolt Size
Bearing value of plate at 825 N/mm2 an( Thickness in mm of plate pass Bolt I
M16 M20 M24 M30 !
Bearing value of plate at 825 N/mm2 and end distance e 2 3d Thickness in mm of plate passed through
5 6 7 8 9 10 12
end distance e 2 3d 1 through
66.0 I 79.2 I 92.4 I Size
5 6 7 8 9
M16 66.0 79.2 92.4 M20 82.5 99.0 116 132 148 M24 99.0 119 139 158 1 78 M30 124 148 173 198 223
10 I 12
165 82.5 99.0 116 132 148 165 99.0 119 139 158 1 78 198 237 124 148 173 198 223 248 297
198 237 248 297
15 15
371 371
~ _ _ _
M2O and M24 are recommended sizes
Notes: 1
2
3 4 5 6
1 . 1 K,pP, where K,= 1 .O (Parallel shank fasteners - some slip a t ultimate loads) Slip Capacity based on a slip factor p of 0.45
0 . 4 8 U, = 400N/mm2 I M24, 350N/mm2 > M 2 4 Permitted under BS 4604 Part 1; clause 1.3 Values from BS 5950 : Part I ; Table 34 . For non-preloaded bolts use table on page 221 Values from BS 5950 : Part I ; Table 34 . For non-preloaded bolts use table on page 221
0.58 U, = 480N/mm2 I M24, 420N/mm2 > M 2 4
222 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Material strengths and fastener capacities
CAPACITIES FOR COUNTERSUNK BOLTS Capacities in kN for bolts in 2mm clearance holes 5 24mm Dia.
3mm clearance holes > 24mm Dia.
8.8 bolts - Design grade 43 material - Bolt Size
- M16
M2O
M 24
M 3C - M2O and M24 are recommended sizes
8.8 bolts - Design grade 50 material
M2O and M24 are recommended sizes
Notes: Countersunk bolts specified to BS 4933 The bearing capacity has been calculated assuming that the head of the bolt lies flush with the connected ply.
The shaded areas within the tables indicate ply thicknesses less than half of the depth of countersinking for a bolt of that diameter.
for other connected ply thicknesses refer to BSS9SO Clause 6.3.3.
223 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
CAPACITIES FOR W L D S
Fillet welds
Leg Length
mm
6
8
10
12
15
18
20 -
22
Throat Design Grade 43 Steel Grade E43 Electrodes to BS 639
Capacity a t 215 N/mmz kN/mm
Thickness
4.2
5.6
7.0
8.4
10.5
12.6
14.0
15.4
0.903
1.2
1.51
1.81
2.26
2.71
3.01
3.31
Design Grade 50 Steel Grade E51 Electrodes to BS 639
Capacity at 255 N/mmz kN/mm
1.07
1.43
1.79
2.14
2.68
3.21
3.57 '
3.93
Note: Symmetrically disposed fillet welds may be sized using the table for butt welds below subject to the conditions in BS 5950: Part 1 (6.6.5. I ) :
(a) the weld is made with a suitable electrode (or other welding consumable) which will produce all weld tensile specimens as specified in BS 709 having both a minimum yield strength and a minimum tensile strength not less than those specified for the parent metal;
(b) the sum of the throat sizes is not less than the connected plate thickness;
(c) the weld is principally subject to direct tension or compression.
Butt welds
Throat
Thickness
mm
6
8
10
12
15
18
20
22
Design Grade 43 Steel Grade E43 Electrodes to BS 639
Shear ( 0 . 6 ~ ~ )
kN/mm
0.99
1.32
1.65
1.98
2.48
2.86
3.1 8
3.5
Tension or Compression
kN/mm
1.65
2.2
2.75
3.3
4.1 3'
4.77
5.30
5.83
Design Grade 50 Steel Grade E51 Electrodes to BS 639
~~ ~~
Shear ( 0 . 6 ~ ~ )
kN/mm
1.28
1.7
2.1 3
2.56
3.2
3.73
4.14
4.55
Tension or Compression
kN/mm
2.1 3
2.84
3.55
4.26
5.33
6.21
6.90
7.59
Note: For full penetration butt welds the throat thickness is the thickness of the part joined.
For partial penetration butt welds the throat thickness is the minimum depth of penetration, which, in the case of V or bevel welds, should be taken as the depth of preparation minus 3 mm.
A partial penetration butt weld with a superimposed fillet should be sized using the design strength given for fillet welds (2 15 N / m d for design grade 43 and 255 N / m d for design grade 50)
224
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Dimensions for detailing
D M2O M24
A 30.00 36.00
DIMENSIONS OF ORDINARY BOLT ASSEMBLIES (All dimensions in millimetres)
M 30
46.00
I S 0 Hexagonal bolts (BS 41 90)
~~
F 16.00 19.00 29.00
F I 13.90 I 15.90 I 20.05
-1 Thread lengths
I
Up to/including 125mm 2D+ 6mm (short thread length bolts1 SD)
I 3ver 125mm up to/including 200 2 0 + 12mm I
Over 200mm 2 0 + 25mm
Bolts are available fully threaded, and are recommended.
I S 0 Metric hexagonal nuts (BS 41 90)
D I M26. I M24 I M30
A I 30.00 I 36.00 I 46.00
C I 34.60 I 41.60 I 53.10
Washers (BS 4320)
Outside dia Thickness
Mass of 1000 washers (kg)
Outside dia Thickness
Mass of 1000 washers (kg) I
Outside dia Thickness
Mass of 1000 washers (kg)
- M2O
37 3
17
-
39 3
20
60 5
100
- M24
44 4
32
50 4
45
72 6
1 70
M 30
56 4
50
60 4
60
90 8
343
NOTE: Tolerance on nominal thickness (and therefore on mass) may be as much as 30%.
225 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Momen t Connections
D M16 M2O
DIMENSIONS OF "HIGH STRENGTH FRICTION GRIP" ASSEMBLIES (All dimensions in millimetres)
M24 M30
.Bolts (BS 4395)
Length Table
?P- 27.00
31.20
E I 27.00
10.45 * _ _ ~
0.40 I 0.50
M 30
50.00
30.84
57.70
50.00
20.05
0.50
R 1.00 1.20 1.20 1 .so
Thread lengths
Jominal Bolt Length Thread Length
lp to/including 125mm
)ver 125mm up to/including 200
her 200mm
2 0 + 6mm
2D+ 12mm
20 + 25mm
Nuts (BS 4395)
Y1/ 30'
A I 27.00 I 32.00 1 41.00 1 50.00
C I 31.20 I 36.90 I 47.30 I 57.70
27.00 32.00 41.00 50.00 1 Flat round washers
-+I--
B I 17.80 I 21.50 I 26.40 I 32.80 ~~~ ~ ~~
C 1 37.00 1 44.00 1 56.00 1 66.00
dass per 22.0 32.8 60.0 76.6 I000 (kg9
226 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Dimensions for detailing
BOLT ACCESS DIMENSIONS (Approximate dimensions in millimetres)
Torque Wrench Impact Wrench 600
Bolt Size A
M2O 60
M24 69
Ap roximate B C Porque
. * Values are indicative of the torque required toachievea shank tension equal to the proof load. Site conditions and equipment determine the actual torque
44 40 600
55 51 1000
70 60 1800 * required. Refer to BS 4604.
Podger Spanner
>
I L I
B Bolt Size
M16 I 60
M2O I 70
1- I
Approximate
Torque (Nm) L
460 I 90 * I * Values are indicative of torque achieved when 550 I 110* I hand tightened using a force of 250 N.
227 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
DIMENSIONS FOR HOLDING DOWN BOLTS (All dimensions in millimetres)
Square Head Bolts (BS 7419)
I
Specified Length - *
D M20 M24 M 30 M36 M42
B 127.50 133.00 140.50 148.00 155.50
Ds 20.84 24.84 30.84 37.00 43.00
K 12.50 15.00 18.70 22.50 26.00
F I 10.00 I 12.00 I 15.00 I 18.00 I 21.00
S 30.00 36.00 46.00 55.00 65.00
V I 20.84 24.84 30.84 37.00 43.00
lSoto 30' Hexagon Head Bolts (BS 7419)
D M20 M24 M 30 M 36 M42
127.50 133.00 140.50 148.00 155.00 B
Ds 20.84 24.84 30.84 37.00 43.00
26.00 K 12.50 15.00 18.70 22.50
E 32.95 39.55 50.85 60.79 71.30
S 30.00 36.00 46.00 55.00 65.00 I
228 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Dimensions for detailing
I &
D I T E T
Universal' Beams
Dimensions
Designation
Serial Size Mass
rnrn rnrn k q h
914 x 419 x 388
x 343
914 x 305 x 289
x 253
x 224
x 201
838 x 292 x 226
x 194
x 176
762 x 267 x 197
x 173
x 147
686 x 254 x 170
x 152
x 140
x 125
610 x 305 x 238
x 179
x 149
610 x 229 x 140
x 125
x 113
x 101
533 x 210 x 122
x 109
x 101
x 92
x 82
Depth of
Section
D mrn
920.4
91 1.2
926.6
91 8.4
91 0.4
903.0
850.9
840.7
834.9
769.6
762.0
753.8
692.8
687.4
683.4
677.8
633.0
61 7.4
609.6
61 6.8
61 1.8
607.2
602.2
544.5
539.5
536.7
533.1
528.3
Width of
Section
B rnrn
420.5
41 8.5
307.8
305.5
304.1
303.4
293.8
292.4
291.6
268.0
266.7
265.3
255.8
254.5
253.7
253.0
31 1.5
307.0
304.8
230.1
229.0
228.2
227.6
21 1.9
210.7
210.1
209.3
208.7
Thicknesses
Flange
T rnrn
36.6
32.0
32.0
27.9
23.9
20.2
26.8
21.7
18.8
25.4
21.6
17.5
23.7
21 .o 19.0
16.2
31.4
23.6
19.7
22.1
19.6
17.3
14.8
21.3
18.8
17.4
15.6
13.2
Web
t rnrn
21.5
19.4
19.6
17.3
15.9
15.2
16.1
14.7
14.0
15.6
14.3
12.9
14.5
13.2
12.4
11.7
18.6
14.1
11.9
13.1
11.9
11.2
10.6
12.8
11.6
10.9
10.2
9.6
Root Radius
r rnrn
24.1
24.1
19.1
19.1
19.1
19.1
17.8
17.8
17.8
16.5
16.5
16.5
15.2
15.2
15.2
15.2
16.5
16.5
16.5
12.7
12.7
12.7
12.7
12.7
12.7
12.7
12.7
12.7
Depth between
fillets
d rnrn
799.0
799.0
824.5
824.5
824.5
824.5
761.7
761.7
761.7
685.8
685.8
685.8
61 5.0
61 5.0
61 5.0
61 5.0
537.2
537.2
537.2
547.3
547.3
547.3
547.3
476.5
476.5
476.5
476.5
476.5
Berimeter
P rn
3.44
3.42
3.01
2.99
2.97
2.96
2.81
2.79
2.78
2.55
2.53
2.51
2.35
2.34
2.33
2.32
2.45
2.41
2.39
2.1 1
2.09
2.08
2.07
1.89
1.88
1.87
1.86
1.85
Area
A crn2
495
437
369
323
286
257
289
247
224
251
220
188
21 7
194
178
159
304
228
190
178
159
144
129
156
139
129
118
105
Dimensions from 854: 1980
229 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
D I T E T
Designation
Serial Size Mass
mm mm kg/m
457 x 191 x 98
x 89
x 82
x 74
x 67
457 x 152 x 82
x 74
x 67
x 60
x 52
406 x 178 x 74
x 67
x 60
x 54
406 x 140 x 46
x 39
356 x 171 x 67
x 57
x 51
x 45
356 x 127 x 39
x 33
305 x 165 x 54
x 46
x 40
Depth of
Section
D mm
467.5
463.7
460.3
457.3
453.7
465.1
461.3
457.3
454.7
449.9
412.9
409.5
406.5
402.7
402.4
397.2
364.0
358.6
355.6
352.0
352.9
348.5
31 0.8
307.0
303.8
Universal Beams
Dimensions
Width of
Section
6 mm
192.8
192.0
191.3
190.5
189.9
153.5
152.7
151.9
152.9
152.4
179.7
178.8
177.8
177.6
142.4
141.8
173.2
172.1
171.5
171 .O
126.0
125.4
166.8
165.7
165.1
Thicknesses
Flange
T mm
19.6
17.7
16.0
14.5
12.7
18.9
17.0
15.0
13.3
10.9
16.0
14.3
12.8
10.9
11.2
8.6
15.7
13.0
11.5
9.7
10.7
8.5
13.7
11.8
10.2
Web
t mm
11.4
10.6
9.9
9.1
8.5
10.7
9.9
9.1
8.0
7.6
9.7
8.8
7.8
7.6
6.9
6.3
9.1
8.0
7.3
6.9
6.5
5.9
7.7
6.7
6.1
Root Radius
r mm
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
10.2
8.9
8.9
8.9
Depth between
fillets
d mm
407.9
407.9
407.9
407.9
407.9
406.9
406.9
406.9
407.7
407.7
360.5
360.5
360.5
360.5
359.7
359.7
312.3
312.3
31 2.3
31 2.3
31 1.2
31 1.2
265.7
265.7
265.7
Perimeter
P m
1.67
1.66
1.65
1.64
1.63
1.51
1 .so 1.49
1.49
1.48
1.51
1 .so 1.49
1.48
1.34
1.33
1.39
1.37
1.37
1.36
1.18
1.17
1.26
1.25
1.24
Area
A cm*
125
114
105
95.1
85.5
105
95.1
85.3
75.8
66.7
95.3
85.5
76.1
68.6
59.0
49.2
85.5
72.2
64.6
57.0
49.4
41.8
68.2
58.8
51.6
Dimensions from 854: 1980
230 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Dimensions for detailing
Universal Beams
Dimensions
Designation
Serial Size Mass
Thicknesses Root Radius
Depth betweer
fillets
~~
Perimeter Depth
of Section
D mrn
Width of
Section
B mm
Area
A cmz
Web Flange
T mm
t mm
r mm
d mm
P m rnm mm kq/rn
~ _ _ _
14.0
12.1
10.7
10.8
8.9
6.8
12.7
10.9
8.6
10.0
8.4
6.8
9.6
7.8
9.3
7.9
7.7
7.6
305 x 127 x 48
x 42
x 37
310.4
306.6
303.8
312.7
308.9
304.8
259.6
256.0
251.5
260.4
257.0
253.8
206.7
203.1
203.2
177.8
152.4
127.0
125.2
124.3
123.5
102.4
101.9
101.6
147.3
146.4
146.1
102.1
101.9
101.6
133.8
133.4
101.6
101.6
88.9
76.2
8.9
8.0
7.2
6.6
6.1
5.8
7.3
6.4
6.1
6.4
6.1
5.8
6.3
5.8
5.2
4.7
4.6
4.2
8.9
8.9
8.9
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
7.6
264.6
264.4
264.6
275.9
275.9
275.9
21 8.9
21 8.9
21 8.9
1.09
1.08
1.07
1.01
1 .oo 0.991
1.08
1.07
1.06
0.903
0.896
0.889
0.923
0.91 5
0.789
0.740
0.638
0.537
60.9
53.4
47.4
41.8
36.4
31.2
55.0
47.4
39.9
36.3
32.3
28.2
38.0
32.2
29.0
24.2
20.5
16.8
305 x 102 x 33
x 28
x 25
254 x 146 x 43
x 37
x 31
254 x 102 x 28
x 25
x 22
225.
225.
225.
203 x 133 x 30
x 25
172.3
172.3
203 x 102 x 23 169.4
178 x 102 x 19 146.8
152 x 89 x 16 121.8
127 x 76 x 13 96.6
Dimensions from 854: 1980
23 7 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Moment Connections
254x 254 x 167
x 132
x 107
x 89
x 73
I
I D T T e Designation
Serial Size Mass
mm rnrn kg/rn
356.x 406 x 634
x 551
x 467
x 393
x 340
x 287
x 235
356 x 368 x 202
x 177
x 153
x 129
305x 305 x 283
x 240
x 198
x 158
x 137
x 118
x 97
203x 203 x 86
x 71
x 60
x 52
x 46
152x 152 x 37
x 30
x 23
Depth of
Section
D mrn
474.5
455.5
436.5
41 8.9
406.3
393.5
380.9
374.5
368.1
361.9
355.5
365.1
352.3
339.7
326.9
320.3
314.3
307.7
289.0
276.2
266.6
260.2
254.0
222.2
21 5.8
209.6
206.2
203.2
161.6
157.4
152.2
Universal Columns
Width of
Section
6 mm
424.1
41 8.5
41 2.4
407.0
403.0
399.0
395.0
374.4
372.1
370.2
368.3
321.8
31 7.9
314.1
31 0.6
308.7
306.8
304.8
264.5
261 .O
258.3
255.9
254.0
208.8
206.2
205.2
203.9
203.2
154.4
152.9
152.4
Dimensions
Thicknesses
Flange
. T mrn
77.0
67.5
58.0
49.2
42.9
36.5
30.2
27.0
23.8
20.7
17.5
44.1
37.7
31.4
25.0
21.7
18.7
15.4
31.7
25.3
20.5
17.3
14.2
20.5
17.3
14.2
12.5
11 .o
11.5
9.4
6.8
Web
t mm
47.6
42.0
35.9
30.6
26.5
22.6
18.5
16.8
14.5
12.6
10.7
26.9
23.0
19.2
15.7
13.8
11.9
9.9
19.2
15.6
13.0
10.5
8.6
13.0
10.3
9.3
8.0
7.3
8.1
6.6
6.1
Root Radius
r mm
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
15.2
12.7
12.7
12.7
12.7
12.7
10.2
10.2
10.2
10.2
10.2
7.6
7.6
7.6
Depth between
fillets
d mm
290.2
290.2
290.2
290.2
290.2
290.2
290.2
290.2
290.2
290.2
290.2
246.6
246.6
246.6
246.6
246.6
246.6
246.6
200.3
200.3
200.3
200.3
200.3
160.9
160.9
160.9
160.9
160.9
123.5
123.5
123.5
Perimeter
P m
2.52
2.47
2.42
2.38
2.35
2.31
2.28
2.1 9
2.1 7
2.1 5
2.1 4
1.94
1.90
1.87
1.84
1.82
1.81
1.79
1.58
1.54
1.52
1 .so 1.48
1.24
1.22
1.20
1.19
1.19
0.91 2
0.900
0.889
Area
A crn2
808
702
595
501
433
366
300
258
226
196
165
360
305
252
201
174
150
123
21 2
169
137
114
92.9
110
90.9
76.0
66.4
58.8
47.2
38.4
29.7
Dimensions from 854: 1980
232 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Dimensions for detailing
Joists
Dimensions t T
Width of
Section
Thicknesses Designation
Size Mass
Depth of
Section
Root Radius
Depth between
fillets
Jerimeter Area Flange
(Average) Web
D mm
B mm
T mm
t mm
r mm
d mm
P m
A cm2 mm mm kg/m
254 x 203 x 82
* 254x 114 x 37
203 x 152 x 52
152 x 127 x 37
127 x 114 x 29
1 2 7 x 1 1 4 x 2 6
127 x 76 x'16
114 x 114 x 27
102 x 102 x 23
* 102 x 44 x 7
89 x 89 x 19
76 x 76 x 15
76 x 76 x 12
19.6
12.4
15.5
13.5
12.4
9.9
9.4
14.2
11.1
6.9
11.1
9.4
9.4
254.0
254.0
203.2
152.4
127.0
127.0
127.0
114.3
101.6
101.6
88.9
76.2
76.2
203.2
1 14.3
152.4
127.0
114.3
114.3
76.2
114.3
101.6
44.5
88.9
76.2
76.2
19.9
12.8
16.5
13.2
11.5
11.4
9.6
10.7
10.3
6.1
9.9 .
8.4
8.4
10.2
7.6
8.9
10.4
10.2
7.4
5.6
9.5
9.5
4.3
9.5
5.1
5.1
167.0
199.0
133.0
94.3
71.9
79.5
86.5
60.8
55.2
74.6
44.2
38.1
38.1
1.21
0.90
0.93
0.74
0.65
0.65
0.51
0.62
0.55
0.35
0.48
0.42
0.41
105
47.3
66.6
47.5
37.4
34.2
21.1
34.5
29.3
9.5
24.9
19.1
16.2
* Check availability of section
233 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
Printed and bound by Bourne Press Limited, Bournemouth, Dorset BH1 4QA Last reprint by Watkiss Studios Limited, Holme Court, Biggleswade, SG18 9ST 1000-1 0/95, 250-1 0/96, 250-1 /97, 1 100-3/97, 300-3/01
i
Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI
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