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


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


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 superimposed 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


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



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



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


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



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


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


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




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


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


Column tables - pages 182 - 184 179 1OFW+9pp lOFW lOFW I l l 8FW

149 IlOFW+9ppI lOFW I lOFW 1 8FW



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


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


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


Moment Connections

Fr3 kN

246

244

244

24 3

242

-


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


-

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


WELDS - Web

mm

1 OFW

1 OFW

8FW

8FW

8FW

Compressior Flange in

direct bearins mm

8FW

8FW

8FW

8FW

8FW




754



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


- 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




Size

1 OFW


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


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


.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


direct bearing Flush

12FW

12FW

6FW




756



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 -


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





757


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


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


I WELDS Serial Size

Tension Flange Extended I Flush See: Notes - pages 142 - 143



Flange in direct bearins

6FW 6FW

mm I mm

I ’9 758

\


Beam Capacity Tables /


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


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


I WELDS Compressioi

Flange in direct bearin!

mm

Size




8FW

8FW

6FW

6FW

356x171 x67

45

759


~~

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


FLUSH END PLATE

MZO 8.8 BOLTS

200 - 55 90 55

15 60 90

90

Serial Size

356 x 127 x 39

33


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





7 60



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


305 x 165 x 54

46

40


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


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


WELDS

Size Web

mm -

6FW

6FW

6FW

-

Flange Flush

mm


direct bearing mm

8FW

6FW

6FW



Column tables - pages 185- 187 1 OFW

1 OFW

8FW


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


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


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




1 OFW

8FW

7 62 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI


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


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


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


I WELDS I

Flanae Web

mrn


direct bearins mm

Flush

mm




8FW

8FW

6FW

6FW

6FW

6FW

-

6FW

6FW

6FW

7 63


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


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


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



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




I 64 Licensed copy:mottmac, Mott Macdonald Ltd, 28/11/2008, Uncontrolled Copy, © SCI


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 .-



I FLUSH END PLATE Serial Size


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


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



8Fw

6FW

6FW

6FW

6FW

6Fw

I 65


Moment Connections

Haunch

mm

350

400

450

500

550

600

650

I 700

Depth


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


0 , L . 82 Y $ 3 .- 6 3

FLUSH END PLATE l- -

Moment tapacity

kNm

- Beam

kNm M c x

Serial Size


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


327

330

330

329

328

327

326

325 -

WELDS Serial Size

Tension Flange I Web Compressior Flange in

direct bearins mm

8FW

8FW

8FW




mm

12FW -

762 x 267 x 197

173

147

12FW

1 OFW

1 OFW+7pp

I66



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

-


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


Column tables - pages 182 - 184 12FW


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


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.





WELDS Flange Flush

m m

Flange in

m m

1 OFW

1 OFW

1 OFW - I68



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


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





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


Moment Connections

F, kN

246

244

244

243

242


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


F,, kN

364

364

364

371

364

Moment Capacity

kNm

705

740

828

918

1009

1101


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


direct bearing mm



Column tables - pages 182 - 184 8W

8FW

8FW

8FW

8FW

7 70



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


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


Examples - pages 145 - 149 457 x 191 x 98

89

82

74

67


Moment Connections

F,, kN

274

‘274

274

274

274


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


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




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



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


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



Column fables - pages 185- 187

12FW

12FW

1 OFW

8FW

8FW

8FW

8FW

8FW L 6FW 6FW

7 73


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


F,, F,, k N kN

181 135


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


direct bearing See: Notes - pages 142 - 143


Column tables - pages 185 - 187 y 8FW 6FW

7 74



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


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


direct bearing

6FW

6FW

171 UBs Moment

XFr Capacity

640 214

653 237

670 275

684 314

695 353


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





7 75


Moment Connections

21 2

235


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


I WELDS Compressior

Flange in jirect bearinl

mm

Tension Extended

mm

8FW

Serial Size

3 5 6 x 1 2 7 ~ 3 9

Flush




6FW

6FW 8FW

I76



F,, kN

274

MOMENT CAPACITIES

Beam Moment F,z ZF, P, Capacity kN kN kN kNm

173 447 1136 93


72

71


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


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


mm


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



Column tables - pages 185- 187 8FW

6FW

6FW

7 77


Moment Connections

F,l kN

226

226

222


F,2 F,, ZF, kN kN kN

274 173 673

274 171 671

274 161 657

(171)

MOMENT CAPACITIES

rnrn


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



8FW

6FW

7 78



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



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


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




7 79


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


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

-


mm


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


* maximum recommended haunch depth. I WELDS Tension I Flange I Web I Compression

Flange in direct bearin!

1 OFW See: Notes - pages 142 - 143



8FW

180



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


mm

13

13

FLUSH END PLATE

Serial Size Flush 1 Tens; i Fhane 1 We;

15 60

90


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


WELDS 1

=Fr kN

553

567

-

Bolt Shear

kN per row

c .Y




787


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


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


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



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


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



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



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



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


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



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



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



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


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


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


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



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)


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


Moment Connections


Compression Compression Compression Stiffener Stiffener & Stiffener b

Column

onlv Rib Stiffener Morris Stiffener

7 92


Shear Force in Rafter

tkN) tcomDn + ve ) (kN) Capacity


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)


End plate 200 x 20

Haunch cutting

533 x 210 x 82 U6


Fitted compression

100 x 30 (8 F \ M stiffener /

- I 20


End plate 200 x 20

, I

533 x 210 x 82 U6



1 Connection Moment Capacity (kNm) Connection Maximum Axial


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


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


End plate 200 x 20


Stiffener Stiffener & Stiffener & Capacity (kN)



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


Moment Connections


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


Shear Force in Rafter Haunch (W Cutting

(kN) (comp" + ve )

950 + 723

Capacity


(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


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 /



~ (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



' 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


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


End plate 200 x 20

457 x 191 x 67 U6


Moment Connections

60 90 , 90 ~

90 ,

7 96

3.-

- .


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


Compression Compression Compression Shear Force in Rafter Haunch Stiffener Stiffener & Stiffener & Capacity cutting


only Rib Stiffener Morris Stlffener (kN) (comp" + ve )

Column

Fitted compression

stiffener 90 x 25 (8 FW)'


Compression Compression Compression Shear Force in Rafter Haunch Stiffener Stiffener & Stiffener & Capacity (kN) cutting


only Rib Stiffener Morris Stiffener (kN) (comp" + ve )



+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



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


Portal frame Capacity Tables


Stiffener Stiffener & Stiffener & Capacity



only Rib Stiffener Morris Stiffener (kN) (comp" + ve ) (kN)

Column


'

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 -


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



Force in Rafter

457 x 152 x 52UB


Moment Connections


Compression Compression Compression Stiffener Stiffener & Stiffener &

Column

only Rib Stiffener Morris Stiffener



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)


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



+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


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



- 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


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.)



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


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


\ 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


Moment Connections

WIND-MOMENT CONNECTIONS

aJ s v)

E a 0 U -

2 RO 200x I2 DESK


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.




Example - page203




2 ROWS MZO 8.8 BOLTS 250 x 12 DESIGN GRADE 43 FLUSH END PLATE


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


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


Moment Connections

2 ROW M2O 8.8 BOLTS 200 x 12 DESIGN GRADE 43 EXTENDED END PLATE


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


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



/ Column capacity exceeds ZFr

Sections not Class 1 and therefore not suitable for use in wind moment frames.

See:

Notes - page 202

Example - page203




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 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


- - - (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 Column capacity exceeds TF,


see: - page 202 Notes

Example - page203


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


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


Example - page203




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.


Moment Connections

1 ROW M24 8.8 BOLTS 200 x 15 DESIGN GRADE 43 FLUSH END PLATE


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


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,




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


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


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:


c/ Column capacity exceeds ZF, 5 (xxx) Column requires stiffening to resist ZFr ( Value is the co/umn web capaci&)



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


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



882 685 551 434 360


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


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


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:


d Column capacity exceeds ZF, 5 (xxx) Column requires stiffening to resist ZF, ( Value is the column web capacity.)



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


(see notes)

1 DESIGN GRADE 50


Serial Size

156 x 368 x 202 d d 177 I z I d d




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.


Example - page203




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


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


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+ :-


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


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.)



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


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)


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

~~


- 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


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

~ _ _ _


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


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



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.


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


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


~~ ~~

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


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)


Mass of 1000 washers (kg) I


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%.


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



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.


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



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


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




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



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




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


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

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