Design Guide to BS 5950-1

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P338: Quicon Design Guide to BS 5950-1 (2004 Edition)

SCI PUBLICATION P338

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I C S © , y p o C

Quicon Design Guide to BS 5950-1

d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0

M D Heywood MEng PhD CEng MICE

, l a b o l G D H G , y t p d h g : y p o c d e s n e c i L

Published by: The Steel Construction Institute Silwood Park Ascot Berkshire SL5 7QN Tel: Fax:

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2004 The Steel Construction Institute

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FOREWORD


Quicon® is a new type of simple connection for steel beams in buildings. It offers significant potential savings in the time taken to erect a steel framed building. Quicon® connections have been subjected to a thorough test programme at Salford University and, following the analysis of these test results by The Steel Construction Institute, design capacities have been calculated for a range of standard connections. This design guide has been prepared as a design aid for this new type of connection that circumvents the need for rigorous analysis or lengthy design procedures. It offers general guidance on design and detailing of the connection, together with tables of design capacities for a range of beam connections that are fabricated to the tolerances given in this document.

I C S © , y p o C d e l l o r t n o c n U





This design guide was written by Dr Martin Heywood of The Steel Construction Institute, with technical input from Mr Charles King, Mr Abdul Malik and Mr Thomas Cosgrove, under the guidance of Dr Bassam Burgan, also of The Steel Construction Institute. Quicon® is based on an idea conceived in 1999 by Dr Mike Byfield (now of Southampton University).

Intellectual Property Rights Quicon® is a patented connection system. Making, disposing of, offering to dispose of, using or importing any components of Quicon® without a licence constitutes an infringement of the patent. Similarly, any person supplying or offering to supply any element of Quicon® to anyone other than a licensee infringes the patent. The patent is owned by SCI. A list of licensees may be found at www.quicon.com. Quicon® is a registered trade mark of The Steel Construction Institute.

, 7 0 0 2 / 8 0 / 2 0 , l a b o l G D H G , y t p d h g : y p o c d e s n e c i L




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Contents


Page No.

I C S

FOREWORD

iii

SUMMARY

vi

1

INTRODUCTION 1.1 The Quicon® system 1.2 Terminology 1.3 About this design guide

1 1 3 3

2

THE DESIGN MODEL 2.1 Introduction 2.2 Methodology 2.3 Design assumptions 2.4 Design checks

4 4 4 5 6

3

STANDARD DETAILS 3.1 Components 3.2 The connection 3.3 Fabrication

7 7 8 10

4

INTRODUCTION TO DESIGN TABLES

12

5

REFERENCES

13

© , y p o C d e l l o r t n o c n U

APPENDIX APPENDIX B.1 B.2

A Design Tables B Manufacturing Tolerances for Quicon® Components Components of T-pieces Shoulder bolts

15 29 29 35



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SUMMARY


This publication presents guidance for the design of simple connections in steel framed buildings using the Quicon® slotted-hole connection system. The guidance includes an introduction to the Quicon® concept and the components of a typical Quicon® connection, a description of the design model from which the connection capacities are calculated and recommended standard details for the Quicon® T-piece. The design method is based on the well-established design checks developed for other types of simple connection, as presented in SCI publication P212, Joints in steel construction: Simple connections. These have been supplemented by additional checks that are supported by laboratory tests. Due to the complexity of the design model and the limited scope of the laboratory tests, full design procedures are not presented in this guide. Instead, designers are referred to a comprehensive series of design tables in an appendix, which covers a range of Universal Beam sizes from 610 mm down to 305 mm. These tables should be used with the standard details to ensure a safe design. I C S

Manufacturing tolerances for Quicon® components are also presented, for guidance purposes.

© , y p o C d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0 , l a b o l G D H G , y t p d h g : y p o c d e s n e c i L


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1

INTRODUCTION

1.1

The Quicon® system


Quicon® is a new type of simple connection system for steel framed buildings. A typical Quicon® connection uses a special grade S275 steel T-piece, into which two or more keyhole shaped slots have been cut, and specially designed shoulder bolts, which act as studs. Quicon® connections are suitable for beam-to-beam and beam-to-column connections, as shown in Figure 1.1 and







Figure 1.2, and may be used as a substitute to fin plates or flexible end plates for a range of beam sizes (305 series to 610 series).

I C S

The T-piece is bolted to the supporting beam or column through its back plate using standard grade 8.8 M20 bolts. This may be done before the delivery of the steel to site. The shoulder bolts are attached to the supported beam, through standard clearance holes drilled in the web (see Figure 1.3). On site, the supported beam is craned into position and the studs slotted into the keyhole slots in the T-piece. There are therefore no bolts to fasten on site with this type of connection.


Slotted plate

Quicon® shoulder bolt

, 7 0 0 2 / 8 0 / 2 0 , l a b o l G D H G

Back plate

Figure 1.1

Typical beam-to-column connection

, y t p d h g : y p o c d e s n e c i L


1


Supporting beam


Slotted plate Supported beam

Figure 1.2

Typical beam-to-beam connection

, y p o C d e l l o r t n o c n U

Supported beam web M20 nut

, 7 0 0 2 / 8 0 / 2 0

Quicon® shoulder bolt


/ g r .o z i b l e e t s . p o h s / :/ tp h to o g r o 5 7 7 2 7 8 4 4 3 1 0 ll a c t n e m u c o d s i h t f o




Back plate

I C S ©


Figure 1.3 Quicon® shoulder bolt in supported beam web The use of Quicon® in practical applications has highlighted the importance of detailing for fast, trouble-free erection. As a result, some of the details vary from those used in ordinary steelwork connections. For example, the notch dimensions used in Quicon® connections differ from the standard details given in P212 Joints in steel construction: Simple connections[2]. Also, particular end and edge distances are necessary to avoid a clash between the shoulder bolts and the back plate bolts, without reducing the capacity of the connection. Several other dimensions have been chosen as a direct result of buildability issues encountered during trials of this system.


2


1.2

Terminology


Throughout this design guide, the following terminology is used. T-piece

the T-shaped cleat, made up of a back plate and a slotted plate.

Back plate

the plate that is connected to the supporting beam or column.

Slotted plate

the plate that is connected to the web of the supported beam.

Shoulder bolts

the special Quicon® bolts that transfer the load (in shear) from







the supported beam to the T-piece.

1.3

I C S © , y p o C d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0

About this design guide

This guide provides designers with all the necessary information to design and detail suitable Quicon® connections for beam-to-beam and beam-to-column applications. To keep the geometry of the connections within the limits of the test data, this design guide presents details and capacities for a set of standard connections, rather than recommended dimensions with design procedures. The capacity tables cover a range of standard beam sizes and standard details and dimensions for the Quicon® T-piece and supported beam. These tables are only valid if the Quicon® T-pieces are fabricated to the standard details given in Section 3 and if all beams and columns are supplied in accordance with BS 4 and fabricated and erected in accordance with BS 5950-2[4] and the National Structural Steelwork Specification[5]. The procedures used to produce the capacity tables have been validated by SCI and are based on the standard design method for simple connections, as presented in Joints in steel construction: Simple connections (P212)[2]. The validity of the design procedures and the assumptions on which they are based were confirmed by a series of tests conducted at Salford University in 2002. The design procedures themselves are not presented in this design guide.



3


2

THE DESIGN MODEL


2.1 Introduction Design tables have been prepared in a similar format to those already available for flexible end plates and fin plates in Joints in steel construction: Simple connections[2]. This Section explains the methodology employed in the production of the tables. The dimensions are given in Section 3 of this design guide and the design tables in Section 4.

2.2






Methodology

The methodology employed in the development of the design tables involved creating a numerical model of the Quicon® T-piece and comparing the values obtained from this model with experimental results. The design loads were then obtained from a combination of the numerical model (for failure of the Quicon® T-piece) and modified forms of the standard fin plate and flexible end plate checks in P212 (for beam failure in shear and bearing, maximum notch length and minimum support thickness). The laboratory tests only served as a means of checking the numerical model and not as the main source of data for the design tables. The design model considered beam-to-beam and beam-to-column connections with either one or two columns of slotted holes as shown in Figure 2.1 and Figure 2.2. Supported beam Single vertical line of bolts

n rows of bolts

Supported beam Double vertical line of bolts

n rows of bolts

Supporting column ( I , RHS or CHS)

Assumed line of shear transfer (face of web) F v

Supporting beam

Assumed line of shear transfer (face of column) F v

Figure 2.1

Basic connection layouts, single column of shoulder bolts





4


Supported beam Single vertical line of bolts

n rows of bolts

Supported beam Double vertical line of bolts


n rows of bolts

(Supporting I , RHS orcolumn CHS)

Assumed line of shear transfer F v (face of web)







Supporting beam

Assumed line of shear transfer (face of column) F v

Figure 2.2

2.3 I C S © , y p o C d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0

Basic connection layouts, double column of shoulder bolts

Design assumptions

In developing the numerical model, several assumptions were made regarding the performance of the T-piece under load. These assumptions followed the standard design practice given in P212 and in all cases provide safe design capacities. Care must be taken with the geometry of the T-piece to ensure that the dimensions chosen do not invalidate these assumptions. Designers should only use the standard details presented in Section 3 of this guide. In particular, the flexibility of the back plate was found to be essential in allowing the redistribution of the loads between the shoulder bolts and maintaining the assumption of a simple connection. For this reason, the thickness of the back plate must not exceed a nominal 10 mm (the usual tolerances on plate thickness are acceptable).

For connection details as given in Section 3, the laboratory tests demonstrated that the Quicon® system does provide a ‘simple connection’; i.e. the connection is capable of a rotation of at least 40 millirads without transferring a significant bending moment to the column. Quicon® connections derive their rotational capacity from bending of the back plate, out-of-plane bending of the slotted plate and the loose fit of the shoulder bolts in the keyhole slots.



5


2.4

Design checks


The checks considered when calculating the design capacities are listed in Table 2.1. Apart from checks 3, 11(i) and 13, the check numbers correspond to the equivalent fin plate or flexible end plate checks given in P212 [2]. Table 2.1

Design checks

Check

Description

2

Supported beam – bolt group

3(i)

T-piece – stud shear

3(ii) 3(iii)

T-piece – shear resistance of the slotted plate T-piece – shear and bending interaction of the slotted plate

3(iv)

T-piece – possible Vierendeel mechanisms within the slotted plate

3(v)

T-piece – back plate bolt capacity

3(vi)

T-piece – weld capacity

4(i)

Supported beam – shear capacity

4(ii)

Supported beam – shear and bending interaction at 2nd line of bolts

I C S

5

Supported beam – capacity at a notch length

6

Supported beam – local stability of notched beam

©

10

Minimum support thickness

, y p o C

11(i)

Structural integrity – tension capacity of the slotted plate

11(ii)

Structural integrity – bearing capacity of the slotted plate

11(iii)

Structural integrity – tension capacity of the back plate

d e l l o r t n o c n U

12(i)

Structural integrity – tension capacity of the supported beam

12(ii)

Structural integrity – bearing capacity of the supported beam

13(i) 13(ii)

Structural integrity – shear capacity of the studs Structural integrity – tension capacity of the weld

13(iii)

Structural integrity – tension capacity of the back plate bolts



6








3

STANDARD DETAILS


The standard details given below were assumed in the production of the design tables and should always be used in practice. These dimensions are governed by practical steelwork erection considerations, by the limited available test data for this type of connection and simplifications, and by assumptions made in the design model.

3.1







Components

The two components of the Quicon® connection system are the T-piece and the shoulder bolts. Both components must be supplied by a licensed steelwork contractor. (A list of licensed contractors may be found at www.quicon.com).


3.1.1 T-piece Design capacities are presented for T-pieces with 2, 3, 4 or 5 rows of shoulder bolts at a pitch of either 90 mm or 115 mm. Connections are available with either one or two columns of shoulder bolts. In all cases, the number of rows and the pitch of the back plate bolts match those of the shoulder bolts. The design tables assume that the T-pieces are manufactured from S275 steel plate. The details of two typical T-pieces are shown in Figure 3.1 and Figure 3.2. 120

CL back plate

70

x 40

90 30 90 or 115


50

90 or 115 30

330 or 380

90 or 115

90 or 115 • 150 x 10 PLT-S275 • 6 mm CFW • 6 No. M20Ø Gr.8.8 BOLTS @ 90 c/c 22Ø HOLES and 90 or 115 pitch 45

30 60

45 120 x 12 PLT-S275 x 330 or 380 LG 150

Figure 3.1

Details of T-piece for 1 column and 3 rows of studs

In order to align the centrelines of the supported beam and supporting column, the slotted plate may be offset by a distance x as shown in Figure 3.1 and Figure 3.2. The offset x may be taken as 0.5 t + 6 mm (where t is the web thickness of the supported beam). Alternatively, a standard offset of 13 mm may be used for the range of beam sizes listed in Appendix A.


7


CL back plate

x

10

70

180 60


50

40 90 30 90 or 115

90 or 115 30

330 or 380

90 or 115







90 or 115 30

• 150 x 10 PLT-S275 • 6 mm CFW • 6 No. M20Ø Gr.8.8 BOLTS @ 90 c/c 22Ø HOLES and 90 or 115 pitch 45

60

45 180 x 12 PLT-S275 x 330 or 380 LG

150


Figure 3.2

Details of T-piece for 2 columns and 3 rows of studs

The dimensions of the keyholes in the slotted plate are as shown in Figure 3.3.

3.1.2 Shoulder bolts The dimensions of the shoulder bolts used by the Quicon® connection system are given in Figure 3.3. These are grade 8.8 bolts (see BS EN ISO 898-1[6] for material properties). Ø35 Ø25 R19.5

14.0 30

R15

Ø24.0 R13

14.5

Ø20.0 4.0

51.0

M20

Figure 3.3

Nominal dimensions of keyhole and shoulder bolt


3.2

The connection

The general arrangement of typical beam-to-beam and beam-to-column connections is shown in Figure 3.4. The following points should be noted: It is always necessary to remove one side of the bottom flange to enable beam erection as shown in Figure 3.5. However, in calculating the design capacities presented in Appendix A, it was assumed that the bottom flange is removed completely by cutting through the web immediately above the root •


8


radius. This is the worst case. The complete removal of the bottom flange may be considered as an alternative to removing one side only in some cases, but this will not always be possible (see note 6 in Section 4).


For the beam-to-beam case, it is also necessary to notch the supported beam. The notch dimensions differ from those normally used for fin plate connections. •

The top flanges of the supporting and supported beams are at the same level. •

•

The T-piece is connected as close to the top flange of the beam as possible







to provide positional restraint. • The back plate of the T-piece is connected to the supporting beam or column using ordinary grade 8.8 M20 bolts in standard clearance holes. =45t 1

=45t

1

50 60 notch 90

I C S

90

©

e e =35

, y p o C

e =35 e

d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0

Figure 3.4

General arrangement of Quicon® connection

Detailed dimensions for beam-to-column and beam-to-beam connections are shown in Figure 3.5 and Figure 3.6 respectively.



9


10

70

10

50 40

70 60


140

n rows of bolts at vertical pitch 90 or 115

45

120

180

Bottom flange removed on one side

Bottom flange removed on one side







See item 6 in Section 4 for guidance on the removal of the bottom flange

Figure 3.5

Details of beam-to-column connection

t1 10

c 70

10

70 60


50

6

40

notch 0

60 notch

140

n rows of bolts at vertical pitch 90 or 115

n rows of bolts

120

180 Bottom flange removed

Figure 3.6

140

Bottom flange removed

Details of beam-to-beam connection

It should be noted that, since the slotted plate is offset from the centre of the back plate, the T-piece is ‘handed’. Where the method of erection is to engage the shoulder bolts at both ends of the beam in the same direction, the T-pieces at opposite ends will have to be to opposite hand. If ‘standard’ T-pieces, all to the same hand, are to be used, then erection will have to engage the shoulder bolts in opposite directions, rotating the beam in plan as they engage. See schematic illustration in Figure 3.7.


a) T-pieces on one side of web

Figure 3.7

3.3

b) T-pieces on opposite sides of web

Alternative erection procedures (plan view)

Fabrication

The T-piece should be fabricated in accordance with the NSSS and to appropriate tolerances for bolted connections. A key requirement is that all components should be fabricated to ensure that they fit together properly within the usual tolerances for simple connections.


10


As a minimum, the appropriate tolerance requirements of the NSSS should be complied with but in some instances, tighter tolerances will be required (as is the case with fin plate connections and flexible end plate connections). A set of suggested tolerances is presented in Appendix B, for guidance.


Suggested manufacturing tolerances for the shoulder bolt are also given in Appendix B.







I C S © , y p o C d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0 , l a b o l G D H G , y t p d h g : y p o c d e s n e c i L


11


4

INTRODUCTION TO DESIGN TABLES


Design capacities are presented in Appendix A of this guide for standard Universal Beam sections, within the limitations of the Quicon® connection system (610 series to 305 series). These capacities were obtained using the checks listed in Section 2 and the standard details given in Section 3 of this guide and assuming that fabrication tolerances are in accordance with Appendix B.







The following notes refer to the suffix numbers given at the top of the column descriptions for Tables A1 to A4. 1. Shear capacity of the beam

The value given in {} is the shear capacity of the beam, given by 0.6pytwD. 2. Shear capacity of the connection I C S © , y p o C d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0 , l a b o l G D H G , y t p d h g : y p o c d e s n e c i L

This is the critical value for the design checks for the supported beam side of the connection, i.e. the minimum of checks 2, 3 and 4 as described in Section 2. These checks were carried out for the notched and un-notched cases, but the capacities were found to be the same in both cases. Consequently, only the one value is given in the tables. 3. Critical design check

The check that gives the critical value of the shear capacity – see Section 2. 4. Fittings

This column gives the dimensions of the slotted plate of the T-piece – see Section 3 for further details. 5. Minimum support thickness

This is the minimum thickness of the supporting column or supporting beam element, that is needed to carry the given shear capacity. It is derived from check 10. 6. Maximum notch length

This is the maximum length c+t1 (see Figure 3.6) of a notch that can be accommodated if the beam is to carry the tabulated corresponding shear capacity of the connection. This value applies to the top notch, as used in beam-to-beam connections. The length of bottom flange to be removed should comply with the standard details shown in Figure 3.6. Where the standard length for the bottom notch 1

c+t ,beasremoved. exceedsshould denoted by an * there in theisTables, onlyfabricator one side may of the bottom flange Where no *, the choose to remove one side only or to remove the bottom flange completely by cutting through the web immediately above the root radius. This choice is always available for beam-to-column connections, since the c+t1 limit only applies where there is a top notch. 7. Tying Capacity

This is the critical value of checks 11, 12 and 13 on the supported beam side and should be used in assessing the suitability of the connection to meet the structural integrity requirements of clause 2.4.5 of BS 5950-1:2000 [3].


12


5

I C S ©

REFERENCES

1.

Joints in steel construction: Simple connections (P212) The Steel Construction Institute and The British Constructional Steelwork Association Ltd, 2002

2.

BS 5950-1:2000: Structural use of steelwork in building, Part 1: Code of practice for design – rolled and welded sections The British Standards Institution, 2001

3.

BS 5950-2:2001: Structural use of steelwork in building. Specification for materials, fabrication and erection. Rolled and welded sections The British Standards Institution, 2001

4.

National Structural Steelwork Specification, 4th edition (P203/02) The British Constructional Steelwork Association Ltd and The Steel Construction Institute, 2002

5.

BS EN ISO 898-1:1999 Mechanical properties of fasteners made of carbon steel and alloy steel. Bolts, screws and studs The British Standards Institution, 1999



13









APPENDIX A

Design Tables


The following design tables are provided:

I C S ©

Table

Steel grade of beam

Single/double line of bolts

Page

A1

S275

Single

16

A2

S355

Single

19

A3

S275

Double

22

A4

S355

Double

25

WARNING: The design tables are only valid for connections where the connection T-pieces have been fabricated by a Quicon® licensed contractor and the connected beams and columns have been supplied and fabricated in accordance with BS 5950-2. A list of licensed contractors may be found at www.quicon.com.



15

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Table A1

BEAM: S275 QUICON T-PIECE: S275 BOLTS: M20, 8.8 QUICON Single line of shoulder bolts 120x12mm slotted plate with 150x10mm back plate Pitch

Beam Size { }

Bolt Rows n

(1)

mm

610x305x238 {1860kN}

I C S

610x305x179

©

610x305x149

, y p o C d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0 , l a b o l G

{1390kN}

{1150kN}

5 4

{1290kN}

5

5

{1070kN}

5

{1040kN}

5

{1100kN}

5

5

{995kN}

{922kN}

4

{888kN}

3

{837kN}

3

90 115

4 3

90 115

4 3

90 115

4

533x210x82

90 115

4

533x210x92

90 115

3

533x210x101

90 115

4

533x210x109

90 115

4

533x210x122

90 115

4

610x229x101

90 115

4

610x229x113

90 115

4

610x229x125 {1160kN}

115

4

610x229x140

90

90 115

Fitting(4) slotted plate

Un-notched and notched

Shear(2) Capacity

Critical(3) Design

kN

Check

343

3(i)

282 343 282 343 282 343 282 343 282 343 282 343 282 251 190 251 190 251 190 251 190

3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i)

241 183

2 2

Width

tp

mm

mm

120

12

120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120

12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12

Length

S275

S355

mm

mm

mm

510

3.8

3.2

l

495 510 495 510 495 510 495 510 495 510 495 510 495 420 380 420 380 420 380 420 380 420 380

For explanation of Notes 1 to 7, see Section 4

D H G , y t p d h

3.9 3.8 3.9 3.8 3.9 3.8 3.9 3.8 3.9 3.8 3.9 3.8 3.9 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.3 3.4

3.3 3.2 3.3 3.2 3.3 3.2 3.3 3.2 3.3 3.2 3.3 3.2 3.3 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.8 2.8

Max. Notch Length(6) c+t1

Tying(7)

Capacity mm

660 680 491 597 405 492 460 560 414 504 383 466 372 453 454 589 410 541 379 501 365 482 357 471

Critical Check

kN

459 368 459 368 459 368 459 368 459 368 447 357 423 338 368 276 368 276 348 261 325 244 309 232

13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 12(ii) 12(ii) 12(ii) 12(ii) 13(i) 13(i) 13(i) 13(i) 12(ii) 12(ii) 12(ii) 12(ii) 12(ii) 12(ii)

/ rg o . z i lb e e t .s p o h //s : p tt h to o g r o 5 7 2 7 8 4 4 3 1 0 ll a c t n e m u c o d is th f o n o i s r e v

y p o c d r a h a y u b o T

g : y p o c d e s n e c i L

Min. Support (5) Thickness

16

5 0 0 2 / /8 5 1 n o e t u t ti s In n o it c u rt s n o C l e e t S e h T m ro f e c n e ilc r e d n u d t L s e x e d In l a c i n h c e T S H I r fo d e c u d ro p e R . d e v r e s e r s t h g ri ll a t h irg y p o c is l ia tre a m is h T

Table A1


Beam Size { }

Bolt Rows n

Shear(2) Capacity

Critical(3) Design


Width

tp

Length l


S275

S355


Tying(7)

Capacity

Critical Check

kN

Check

mm

mm

mm

mm

mm

mm

kN

3

115

190

3(i)

120

12

380

3.5

2.9

377

275

12(ii)

3

115

190

3(i)

120

12

380

3.5

2.9

344

254

12(ii)

3

115

189

2

120

12

380

3.5

2.9

335

239

12(ii)

3

115

171

2

120

12

380

3.1

2.6

334

217

12(ii)

3

115

162

2

120

12

380

3.0

2.5

330

205

12(ii)

3

115

190

3(i)

120

12

380

3.5

2.9

346

254

12(ii)

3

115

183

2

120

12

380

3.4

2.8

325

232

12(ii)

3

115

171

2

120

12

380

3.1

2.6

335

217

12(ii)

3

115

154

2

120

12

380

2.8

2.4

332

196

12(ii)

3

115

145

2

120

12

380

2.7

2.2

327

184

12(ii)

3

90

157

2

120

12

330

2.9

2.4

296

229

12(ii)

3

90

145

2

120

12

330

2.7

2.2

294

213

12(ii)

3

90

130

2

120

12

330

2.4

2.0

291

191

12(ii)

3

90

127

2

120

12

330

2.4

2.0

287

186

12(ii)

3

90

112

2

120

12

330

2.1

1.7

288

164

12(ii)

3

90

105

2

120

12

330

2.0

1.6

285

155

12(ii)

(1)

457x191x98


mm

{847 kN}

I C S

457x191x89

©

457x191x82

, y p o C

{751 kN}

{774 kN}

457x191x74 {679 kN}


457x191x67

, 7 0 0 2 / 8 0 / 2 0

{680 kN}


{636 kN} 457x152x82 {778 kN} 457x152x74 {705 kN} 457x152x67

457x152x60 {608 kN} 457x152x52 {564 kN} 406x178x74 {647 kN} 406x178x67 {594 kN} 406x178x60 {530 kN} 406x178x54 {512 kN} 406x140x46 {452 kN} 406x140x39 {420 kN}


17




Table A1


Beam Size { }

Bolt Rows n

Shear(2) Capacity

Critical(3) Design


Width

tp

Length l


S275

S355


Tying(7)

Capacity

Critical Check

kN

Check

mm

mm

mm

mm

mm

mm

kN

2

115

97

2

120

12

265

2.7

2.3

331

147

12(ii)

2

115

86

2

120

12

265

2.4

2.0

326

130

12(ii)

2

115

79

2

120

12

265

2.2

1.8

321

119

12(ii)

2

115

75

2

120

12

265

2.1

1.8

315

113

12(ii)

2

115

70

2

120

12

265

2.0

1.6

321

106

12(ii)

2

115

64

2

120

12

265

1.8

1.5

314

97

12(ii)

2

90

71

2

120

12

240

2.0

1.7

265

127

12(ii)

2

90

60

2

120

12

240

1.7

1.4

261

108

12(ii)

2

90

54

2

120

12

240

1.5

1.3

256

97

12(ii)

2

90

81

2

120

12

240

2.3

1.9

265

145

12(ii)

2

90

72

2

120

12

240

2.0

1.7

261

129

12(ii)

2

90

64

2

120

12

240

1.8

1.5

257

114

12(ii)

2

90

59

2

120

12

240

1.7

1.4

281

106

12(ii)

2

90

54

2

120

12

240

1.5

1.3

275

97

12(ii)

2

90

52

2

120

12

240

1.5

1.2

272

93

12(ii)

(1)

356x171x67


mm

{546 kN}

I C S

356x171x57

©

356x171x51

, y p o C

{433 kN}

{478 kN}

356x171x45 {406 kN}


356x127x39

, 7 0 0 2 / 8 0 / 2 0

{339 kN}

, l a b o l G D H G , y t p d h

{385 kN} 356x127x33 {346 kN} 305x165x54 {405 kN} 305x165x46

305x165x40 {300 kN} 305x127x48 {462 kN} 305x127x42 {406 kN} 305x127x37 {357 kN} 305x102x33 {341 kN} 305x102x28 {306 kN} 305x102x25

7 2 7 8 4 4 3 1 0 ll a c t n e m u c o d is th f o n o i s r e v


{292 kN} For explanation of Notes 1 to 7, see Section 4


/ rg o . z i lb e e t .s p o h //s : p tt h to o g r o 5

18


Table A2

BEAM: S355 QUICON T-PIECE: S275 BOLTS: M20, 8.8 QUICON Single line of shoulder bolts 120x12mm s lotted plate with 150x10mm back plate Pitch



Bolt Rows (2)

Beam Size

n

{ } (1)

mm

610x305x238


{2420kN}

5 4

610x305x179 {1810kN}

{1500kN}

5

4

{1510kN}

4

{1400kN}

5

{1350kN}

5

{1430kN}

5

{1300kN}

4

{1200kN}

4

{1150kN}

4

{1080kN}

4

90 115

4 3

90 115

3

533x210x82

90 115

3

533x210x92

90 115

3

533x210x101

90 115

3

533x210x109

90 115

4

533x210x122

90 115

4

610x229x101

90 115

4

610x229x113

90 115

5

610x229x125

90 115

5

610x229x140 {1670kN}

115

4

610x305x149

90

90 115

Critical Design Check

Width

tp

l

S275

S355

mm

mm

mm

mm

mm

343

3(i)

120

12

510

3.8

3.2

282 343 282 343 282 343 282 343 282 343 282 343 282 251 190 251 190 251 190 251 190 251 190

3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i) 3(i)


Tying(7)

Length

(3)

Shear Capacity kN

120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120

12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12


D H G , y t p d h

495 510 495 510 495 510 495 510 495 510 495 510 495 420 380 420 380 420 380 420 380 420 380

3.9 3.8 3.9 3.8 3.9 3.8 3.9 3.8 3.9 3.8 3.9 3.8 3.9 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5

3.3 3.2 3.3 3.2 3.3 3.2 3.3 3.2 3.3 3.2 3.3 3.2 3.3 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.9

Capacity mm

680 680 639 665 526 526 599 662 539 539 452 452 395 395 589 589 533 584 493 526 443 443 393 393

Critical Check

kN

459 368 459 368 459 368 459 368 459 368 459 368 459 368 368 276 368 276 368 276 368 276 368 276

13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i) 13(i)





19


Table A2




Bolt Rows (2)

Beam Size

n

{ } (1)

457x191x98

I C S

457x191x89

©

{1010 kN}

, y p o C

457x191x82

d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0 , l a b o l G D H G , y t p d h g : y p o c d e s n e c i L

mm



Tying(7)

Length

(3)

Shear Capacity kN


Width

tp

l

S275

S355

Capacity

Critical Check

mm

mm

mm

mm

mm

mm

kN

3

115

190

3(i)

120

12

380

3.5

2.9

491

276

13(i)

3

115

190

3(i)

120

12

380

3.5

2.9

448

276

13(i)

3

115

190

3(i)

120

12

380

3.5

2.9

431

276

13(i)

3

115

190

3(i)

120

12

380

3.5

2.9

388

260

12(ii)

3

115

190

3(i)

120

12

380

3.5

2.9

363

245

12(ii)

3

115

190

3(i)

120

12

380

3.5

3

451

276

13(i)

3

115

190

3(i)

120

12

380

3.5

2.9

408

276

13(i)

3

115

190

3(i)

120

12

380

3.5

2.9

390

260

12(ii)

3

115

184

2

120

12

380

3.4

2.8

327

234

12(ii)

3

115

173

2

120

12

380

3.2

2.7

283

219

12(ii)

3

90

165

3(i)

120

12

330

3.0

2.6

363

274

12(ii)

3

90

165

3(i)

120

12

330

3.0

2.6

333

254

12(ii)

3

90

156

2

120

12

330

2.9

2.4

313

228

12(ii)

3

90

152

2

120

12

330

2.8

2.4

310

222

12(ii)

3

90

134

2

120

12

330

2.5

2.1

311

196

12(ii)

3

90

126

2

120

12

330

2.3

2.0

306

185

12(ii)

{1100 kN}

{970 kN} 457x191x74 {876 kN} 457x191x67 {821 kN} 457x152x82 {1010 kN} 457x152x74 {918 kN} 457x152x67 {878 kN} 457x152x60 {784 kN} 457x152x52 {728 kN} 406x178x74 {835 kN} 406x178x67 {767 kN} 406x178x60 {684 kN} 406x178x54 {660 kN} 406x140x46 {584 kN} 406x140x39 {543 kN}


20




Table A2




Bolt Rows (2)

Beam Size

n

{ } (1)

356x171x67

I C S

356x171x57

©

{618 kN}

, y p o C

356x171x51

d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0 , l a b o l G D H G , y t p d h

mm


Tying(7)

Length

(3)

Shear Capacity kN


Width

tp

l

S275

S355

Capacity

Critical Check

mm

mm

mm

mm

mm

mm

kN

2

115

107

3(i)

120

12

265

3.0

2.5

387

175

12(ii)

2

115

104

2

120

12

265

2.9

2.4

348

156

12(ii)

2

115

95

2

120

12

265

2.6

2.2

344

142

12(ii)

2

115

89

2

120

12

265

2.5

2.1

343

135

12(ii)

2

115

84

2

120

12

265

2.3

2.0

298

127

12(ii)

2

115

77

2

120

12

265

2.1

1.8

240

116

12(ii)

2

90

85

2

120

12

240

2.4

2.0

285

152

12(ii)

2

90

72

2

120

12

240

2.0

1.7

281

129

12(ii)

2

90

64

2

120

12

240

1.8

1.5

279

116

12(ii)

2

90

90

3(i)

120

12

240

2.5

2.1

308

173

12(ii)

2

90

86

2

120

12

240

2.4

2.0

282

154

12(ii)

2

90

76

2

120

12

240

2.1

1.8

279

137

12(ii)

2

90

71

2

120

12

240

2.0

1.7

302

127

12(ii)

2

90

64

2

120

12

240

1.8

1.5

299

116

12(ii)

2

90

62

2

120

12

240

1.7

1.5

294

112

12(ii)

{704 kN}

{560 kN} 356x171x45 {524 kN} 356x127x39 {497 kN} 356x127x33 {446 kN} 305x165x54 {522 kN} 305x165x46 {438 kN} 305x165x40 {388 kN} 305x127x48 {596 kN} 305x127x42 {523 kN} 305x127x37 {460 kN} 305x102x33 {440 kN} 305x102x28 {395 kN} 305x102x25 {377 kN} For explanation of Notes 1 to 7, see Section 4



21




Table A3

BEAM: S275 QUICON T-PIECE: S275 BOLTS: M20, 8.8 QUICON Double line of shoulder bolts 180x12mm slotted plate with 150x10mm back plate Pitch

Beam Size { }

Bolt Rows n

(1)

mm

5

610x305x238

{1860kN}


4

{1390kN}

4

4

{1290kN}

4

{1160kN}

4

{1070kN}

4

{1040kN}

4

{1100kN}

3

{995kN}

3

{922kN}

3

{888kN}

3

{837 kN}

3

90 115

4

533x210x82

90 115

4

533x210x92

90 115

4

533x210x101

90 115

4

533x210x109

90 115

4

533x210x122

90 115

5

610x229x101

90 115

5

610x229x113

90 115

5

610x229x125

90 115

5

610x229x140

90 115

5

610x305x149

{1150kN}

115 5

610x305x179

90

90 115



Shear(2) Capacity kN

Critical(3) Design Check

Width mm

mmm

484

3(iii)

180

12

456 484 456 484 456 484 456 484 456 484 456 484 456 391 295 391 295 391 295 391 295

3(i) 3(iii) 3(i) 3(iii) 3(i) 3(iii) 3(i) 3(iii) 3(i) 3(iii) 3(i) 3(iii) 3(i) 3(iv) 3(i) 3(iv) 3(i) 3(iv) 3(i) 3(iv) 3(i)

377 283

2 2

180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180

tp

12

Length

S275

S355

m

mm

mm

510

5.3

4.5

l

495

12 12

510 495

12 12

510 495

12 12

510 495

12 12

510 495

12 12

510 495

12 12

510 495

12 12

420 380

12 12

420 380

12 12

420 380

12 12

420 380

12 12

420 380


D H G , y t p d h

6.2 5.3 6.2 5.3 6.2 5.3 6.2 5.3 6.2 5.3 6.2 5.3 6.2 5.4 5.4 5.4 5.4 5.4 5.4 5.4 5.4 5.2 5.2

5.2 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.3 4.3


Tying(7)

Capacity mm

468 497 348 369 287 305 326 346 294 312 271 288 264 280 291 386 263 349 243 323 234 310 228 304

Critical Check

kN

617 493 569 455 547 437 559 447 548 438 541 432 535 428 444 332 435 326 430 321 425 318 421 315

11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii)





22


Table A3


Beam Size { }

Bolt Rows n

(1)

457x191x98

mm





Width

tp


Length l

S275

S355


Tying(7)

Capacity

Critical Check

mm

mmm

m

mm

mm

mm

kN

3

115

295

3(i)

180

12

380

5.4

4.5

243

325

11(iii)

3

115

295

3(i)

180

12

380

5.4

4.5

222*

320

11(iii)

3

115

292

2

180

12

380

5.3

4.5

217*

317

11(iii)

3

115

265

2

180

12

380

4.9

4.1

216*

312

11(iii)

3

115

251

2

180

12

380

4.6

3.9

213*

310

11(iii)

3

115

295

3(i)

180

12

380

5.4

4.5

223*

320

11(iii)

3

115

283

2

180

12

380

5.2

4.3

210*

315

11(iii)

3

115

265

2

180

12

380

4.9

4.1

216*

312

11(iii)

3

115

239

2

180

12

380

4.4

3.7

214*

308

11(iii)

3

115

224

2

180

12

380

4.1

3.4

211*

306

11(iii)

3

90

239

2

180

12

330

4.4

3.7

194*

314

11(iii)

3

90

221

2

180

12

330

4.1

3.4

193*

310

11(iii)

3

90

199

2

180

12

330

3.7

3.1

190*

304

11(iii)

3

90

194

2

180

12

330

3.6

3.0

188*

303

11(iii)

3

90

171

2

180

12

330

3.1

2.6

189*

298

11(iii)

3

90

161

2

180

12

330

3.0

2.5

186*

295

11(iii)

{847 kN}

I C S

457x191x89

{774 kN}

©

457x191x82

, y p o C

{751 kN} 457x191x74

{679 kN}


457x191x67

, 7 0 0 2 / 8 0 / 2 0

{680 kN}


{636 kN} 457x152x82

{778 kN} 457x152x74

{705 kN} 457x152x67

457x152x60

{608 kN} 457x152x52

{564 kN} 406x178x74

{647 kN} 406x178x67

{594 kN} 406x178x60

{530 kN} 406x178x54

{512 kN} 406x140x46

{452 kN} 406x140x39


23




Table A3


Beam Size { }

Bolt Rows n

(1)

356x171x67

mm





Width mm

tp mmm


Length l

S275

S355


Tying(7)

Capacity

Critical Check

m

mm

mm

mm

kN

2

115

143

2

180

12

265

3.9

3.3

225

207

11(iii)

2

115

127

2

180

12

265

3.5

2.9

221*

204

11(iii)

2

115

116

2

180

12

265

3.2

2.7

218*

202

11(iii)

2

115

110

2

180

12

265

3.0

2.6

215*

200

11(iii)

2

115

104

2

180

12

265

2.9

2.4

216*

199

11(iii)

2

115

94

2

180

12

265

2.6

2.2

214*

197

11(iii)

2

90

106

2

180

12

240

2.9

2.5

177*

202

11(iii)

2

90

90

2

180

12

240

2.5

2.1

174*

197

11(iii)

2

90

81

2

180

12

240

2.3

1.9

171*

195

11(iii)

2

90

121

2

180

12

240

3.3

2.8

177*

206

11(iii)

2

90

108

2

180

12

240

3.0

2.5

174*

202

11(iii)

2

90

96

2

180

12

240

2.7

2.2

171*

199

11(iii)

2

90

89

2

180

12

240

2.5

2.1

187*

197

11(iii)

2

90

81

2

180

12

240

2.3

1.9

183*

195

11(iii)

2

90

78

2

180

12

240

2.2

1.8

181*

194

11(iii)

{546 kN}

I C S

356x171x57

{478 kN}

©

356x171x51

, y p o C

{433 kN} 356x171x45

{406 kN}


356x127x39

, 7 0 0 2 / 8 0 / 2 0

{339 kN}

, l a b o l G D H G , y t p d h

{385 kN} 356x127x33

{346 kN} 305x165x54

{405 kN} 305x165x46

305x165x40

{300 kN} 305x127x48

{462 kN} 305x127x42

{406 kN} 305x127x37

{357 kN} 305x102x33

{341 kN} 305x102x28

{306 kN} 305x102x25



24




Table A4


Beam Size { }

Bolt Rows n

(1)

5

610x305x238 {2420kN}


4

{1810kN}

4

{1500kN}

4

{1670kN}

4

{1510kN}

4

{1400kN}

4

{1350kN}

4

{1430kN}

3

{1300kN}

3

{1200kN}

3

{1150kN}

3

{1080kN}

3

90

90

90

90

90

90

90 115

4

533x210x82

90

115 4

533x210x92

90

115 4

533x210x101

90

115 4

533x210x109

180

115 4

533x210x122

mm

3(iii)

115 5

610x229x101

Check

484

115 5

610x229x113

kN

90

115 5

610x229x125

mm

115 5

610x229x140

Critical(3) Design

115 5

610x305x149

Shear(2) Capacity

115 5

610x305x179



90 115

456

3(i)

484 456

3(iii) 3(i)

484 456

3(iii) 3(i)

484 456

3(iii) 3(i)

484 456

3(iii) 3(i)

484 456

3(iii) 3(i)

484 456

3(iii) 3(i)

391 295

3(iv) 3(i)

391 295

3(iv) 3(i)

391 295

3(iv) 3(i)

391 295

3(iv) 3(i)

391 295

3(iv) 3(i)

Width

180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180

tp mmm

12 12

Length

12 12 12

12

m

mm

mm

mm

kN

5.3

4.5

609

617

510

510

510 495

12 12

510 495

12 12

510 495

12 12

510 495

12 12

420 380

12 12

420 380

12 12

420 380

12 12

420 380

12 12

420 380


, y t p d h

(7)

Tying

510

495

12

(6)

Length c+t1

S355

495

12

Max. Notch

S275

l

495

D H G

6.2 5.3 6.2 5.3 6.2 5.3 6.2 5.3 6.2 5.3 6.2 5.3 6.2 5.4 5.4 5.4 5.4 5.4 5.4 5.4 5.4 5.4 5.4

5.2 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5

Capacity

647 453 481 374 396 425 451 382 406 353 375 341 361 379 502 342 454 317 420 302 401 284 377

493 569 455 547 437 559 447 548 438 541 432 535 428 444 332 435 326 430 321 425 318 421 315

Critical Check

11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii) 11(iii)




Min. Support(5) Thickness

25


Table A4


Beam Size { }

Bolt Rows n

(1)

457x191x98



Shear(2) Capacity

Critical(3) Design

Width

tp


Length l

S275

S355

Max. Notch (6)

(7)

Length c+t1

Tying

Capacity

Critical Check

mm

kN

Check

mm

mmm

m

mm

mm

mm

kN

3

115

295

3(i)

180

12

380

5.4

4.5

316

325

11(iii)

3

115

295

3(i)

180

12

380

5.4

4.5

289

320

11(iii)

3

115

295

3(i)

180

12

380

5.4

4.5

277

317

11(iii)

3

115

295

3(i)

180

12

380

5.4

4.5

250

312

11(iii)

3

115

295

3(i)

180

12

380

5.4

4.5

234

310

11(iii)

3

115

295

3(i)

180

12

380

5.4

4.5

290

320

11(iii)

3

115

295

3(i)

180

12

380

5.4

4.5

263

315

11(iii)

3

115

295

3(i)

180

12

380

5.4

4.5

251

312

11(iii)

3

115

286

2

180

12

380

5.2

4.4

231

308

11(iii)

3

115

268

2

180

12

380

4.9

4.1

228

306

11(iii)

3

90

251

3(i)

180

12

330

4.6

3.9

239

314

11(iii)

3

90

251

3(i)

180

12

330

4.6

3.9

219*

310

11(iii)

3

90

238

2

180

12

330

4.4

3.7

205*

304

11(iii)

3

90

232

2

180

12

330

4.3

3.6

203*

303

11(iii)

3

90

205

2

180

12

330

3.8

3.2

203*

298

11(iii)

3

90

192

2

180

12

330

3.5

3.0

201*

295

11(iii)

{1100 kN}


457x191x89 {1010 kN} 457x191x82 {970 kN} 457x191x74 {876 kN} 457x191x67 {821 kN} 457x152x82 {1010 kN} 457x152x74 {918 kN} 457x152x67 {878 kN} 457x152x60 {784 kN} 457x152x52 {728 kN} 406x178x74 {835 kN} 406x178x67 {767 kN} 406x178x60 {684 kN} 406x178x54


{660 kN} 406x140x46 {584 kN} 406x140x39 {543 kN} For explanation of Notes 1 to 7, see Section 4

26




Table A4


Beam Size { }

Bolt Rows n

(1)

356x171x67



Shear(2) Capacity

Critical(3) Design

Width

tp


Length l

S275

S355

Max. Notch (6)

(7)

Length c+t1

Tying

Capacity

Critical Check

mm

kN

Check

mm

mmm

m

mm

mm

mm

kN

2

115

157

3(i)

180

12

265

4.3

3.6

264

207

11(iii)

2

115

152

2

180

12

265

4.2

3.5

238

204

11(iii)

2

115

139

2

180

12

265

3.8

3.2

235

202

11(iii)

2

115

131

2

180

12

265

3.6

3.0

233

200

11(iii)

2

115

124

2

180

12

265

3.4

2.9

234

199

11(iii)

2

115

113

2

180

12

265

3.1

2.6

230

197

11(iii)

2

90

127

2

180

12

240

3.5

2.9

191*

202

11(iii)

2

90

108

2

180

12

240

3.0

2.5

187*

197

11(iii)

2

90

97

2

180

12

240

2.7

2.3

184*

195

11(iii)

2

90

135

3(i)

180

12

240

3.7

3.1

205*

206

11(iii)

2

90

129

2

180

12

240

3.6

3.0

188*

202

11(iii)

2

90

114

2

180

12

240

3.1

2.6

186*

199

11(iii)

2

90

106

2

180

12

240

2.9

2.5

202*

197

11(iii)

2

90

97

2

180

12

240

2.7

2.3

197*

195

11(iii)

2

90

93

2

180

12

240

2.6

2.2

196*

194

11(iii)

{704 kN}


356x171x57 {618 kN} 356x171x51 {560 kN} 356x171x45 {524 kN} 356x127x39 {497 kN} 356x127x33 {446 kN} 305x165x54 {522 kN} 305x165x46 {438 kN} 305x165x40 {388 kN} 305x127x48 {596 kN} 305x127x42 {523 kN} 305x127x37 {460 kN} 305x102x33 {440 kN} 305x102x28

D H G , y t p d h

{395 kN} 305x102x25 {377 kN}

7 2 7 8 4 4 3 1 0 ll a c t n e m u c o d is th f o n o i s r e v




/ rg o . z i lb e e t .s p o h //s : p tt h to o g r o 5

27



APPENDIX B

Manufacturing Tolerances for Quicon® Components


The following tolerance specification is provided for guidance purposes. The objective of whatever specification is observed is to achieve proper fit-up of all the components in the bolted connections.

B.1

Components of T-pieces







For the purposes of expressing tolerances in generalised terms, the following definitions are used:


g

vertical dimension of the T-piece (both the slotted plate and the back plate are of height g)

h

vertical dimension between the centres of the uppermost and lowermost rows of keyholes and between the uppermost and lowermost rows of bolts in the back plate

s

horizontal dimension of the T-piece

x

horizontal offset between the mid-thickness of the T-piece and the vertical centreline of the bolt group in the back plate.

Additionally, two nominal setting out positions B and K are defined, where B is the centroid of the group of bolts in the back plate and K is the centroid of the group of keyholes (where the ‘centre’ of each keyhole is defined as the centre of the lower The dimensions and nominal setting and points are shown in Figure B.1circle). to Figure B.4.

x

CL hole group

x

C hole group L

=

=

B h

g

, l a b o l G

=

g

B


h

=

Figure B.1


Dimensions and setting out of back-plate

29

Printed 08/12/04


=

CL hole group =

=

C hole group L =


=

=

K h =







K h

=

I C S © , y p o C

Figure B.2

d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0

Dimensions and setting out of slotted plate (two columns of shoulder bolts)

C L

hole group

=

h

K

=

, l a b o l G D H G

Figure B.3



Dimensions and setting out of slotted plate (one column of shoulder bolts)

30

Printed 08/12/04



S

Figure B.4

Dimension of slotted plate







B.1.2 Expression of tolerances Tolerances in position are expressed in the usual manner as positive negative deviations from nominal. Tolerances in squareness or parallelism are expressed as “inclinations”, such as “1 in g” where g is expressed in millimetres. I C S © , y p o C d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0

B.1.3

Size of plate components

Back plate

The width and height of the back plate shall be within nominal dimensions.

±1

mm of the specified

±1

mm of the specified

Slotted plate

The width and height of the slotted plate shall be within nominal dimensions.

B.1.4

Flatness

Back plate

The flatness of the back plate shall be such that the gap measured against a vertical straight edge does not exceed L/1000, where L is the length of the straight edge, and the gap relative to a horizontal straight edge does not exceed 1 mm when measured as shown in Figure B.5. ±1 mm

±1 mm


Figure B.5


Flatness of back-plate

31

Printed 08/12/04


Slotted plate


The flatness of the slotted plate shall be such that the gap measured against a straight edge does not exceed L/1000, where L is the length of the straight edge.

B.1.5

Straightness

The edges of the back plate and the slotted plate elements shall not deviate from straight by more than L/1000 where L is the length of the edge.

B.1.6

Squareness of elements

The back plate and the slotted plate shall be square within the lesser of the tolerance on inclination and the tolerance on offset from square, measured along a horizontal edge, as given in Figure B.6. ion Inclinat 1 in g







±0.5 mm

I C S © , y p o C d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0 , l a b o l G D H G

Figure B.6

Limits of deviation from squareness of elements

B.1.7 Key-holes The dimensions of key-holes shall not deviate from the nominal profile by more than –0.1 mm (inside the nominal profile) or +0.2 mm (outside the nominal profile). B.1.8

Position of holes

Back plate

The position of the nominal setting put point B shall be within ±1 mm of the specified position. The specified position of B is given in relation to the top edge of the back plate and to the mid-width of the back plate, as shown in Figure B.7. The positions of the bolt holes relative to setting out point B shall ±

be within 0.2 mm of their nominal positions.



32

Printed 08/12/04


CL hole group ±1 mm

±1 mm


m m 0 .2 0 ±

m m 1 ±

B







m m 1 ±

±0.2 I C S

Figure B.7

±0.2

Back plate - location of bolt holes and slotted plate


Slotted plate

The position of the nominal setting out point K shall be within ±1 mm of the mid-width and mid-height of the slotted plate, as shown in Figure B.8. The positions of the centres of the lower circles of the keyholes, relative to setting out point K, shall be within ±0.2 mm of their nominal positions. CL

CL ±0.20 mm

m m 0 .2 0 ±

, 7 0 0 2 / 8 0 / 2 0 , l a b o l G

m m 1 ±

m m 0 .2 0 ±

m m 1 ±

K

K


m m 1 ±

±1mm

±1mm

±1 mm ±1 mm

±1 mm

Figure B.8


Slotted plate – location of key-holes

33

Printed 08/12/04


B.1.9

Attachment of the key-hole plate to the back-plate


Relative positions of plates

At its connection to the back plate, the slotted plate shall be parallel to the vertical centreline of the back plate within an inclination of 1 in g and at the level of setting out point B the mid-thickness of the slotted plate shall be within ±0.5 mm of the specified offset x. The vertical distance between setting out point B and setting out point K shall be within ±0.5 mm of the specified dimension.







Squareness

The attachment of the slotted plate to the back plate shall be such that its projection is square to the back plate within an inclination of 1 in s, as shown in Figure B.9.


s

±1 mm

Figure B.9

Squareness of the key-hole plate relative to the back-plate



34

Printed 08/12/04


B.2

Shoulder bolts


The shoulder bolts shall be manufactured to the dimensions and tolerances given in Figure B.10. The bolt shall be threaded M20 in accordance with BS 3643.

Ø35 ±0.8







Ø35 ±0.8 Ø25 ±0.3

Option Approx 7 14.0 ±0.5

Approx 5

Approx 7 Ø30.5 min.

I C S © , y p o C

Ø24.0 ±0.3

14.5 ±0.3 4.0 ±0.5

Ø20.0 ±0.3

P

51.0 ±0.8

M20 x 2.5P-6g

d e l l o r t n o c n U , 7 0 0 2 / 8 0 / 2 0

7.5 max. Transition radiused or chamfered

Detail of P

Figure B.10 Shoulder bolts – dimensions and tolerances



35

Printed 08/12/04

Design Guide to BS 5950-1

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