Brick Cladding to Steel Framed Buildings - Commentry

CI/SfB 372 (21)

Sep t ember 1986

BRICK CLADDING TO STEEL FRAMED BUILDINGS

COMMENTARY

PUBLISHED BYTHE BRICK DEVELOPMENTASSOCIATIONAND BRITISHSTEELCORPORATION

F

BRICKCLADDING

TO

SEPTEMBER 1986

STEEL FRAMED BUILDINGS

Keens House, Andover forTSSTrust Company

PUBLISHED JOINTLY BY THE BRICK DEVELOPMENT ASSOCIATION AND BRITISH STEEL CORPORATION.

Ac knowledgements A number of Engineers and Architects have contributed to the development of this technical manual and by commenting on the final draft. There are too many to acknowledge individually but their assistance is acknowledged and appreciated. This manual was prepared under the direction of a Joint BOAIBSC Steering Committee consisting of the following :P. R. LUMBARD, CEng ., MISt ruc t E. - BOA.

J. MORTON, BSc ., PhD., CEng ., MICE., MlnstM. - BOA. B. W. J . BOYS, CEng ., FISt ructE. - BSC. J. ROBINSON, BSC., CEng., MIM., Mlnst M. - BSC . How to use the Manual 1. 2. 3. 4. 5. 6.

Read the text . Study the key location diagrams (Figs. 7.0.1 , 7.0.2., 7.0.3.). Study appropriate details. Modify if required. Refer to text if required. Refer to references if required.

Text and d rawings prepared by:·

-

R. E. BRADSHAW, MSc ., CEng., MICE., FIStruct E., MConsE. G. BUCKTON, CEng., FIStruct E., MWeid l., MConsE. S. W. SOUTHWICK, BTech., CEng., MISt ructE. BRADSHAW BUCKTON & TONGE

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CONTENTS Page 2

List 01 Tables List 01 Figures

3

1.0

Introduction

5

2.0

Bulidablll ty 2.1 General 2.2 Brickwork 2.3 Steelwork 2.4 Buildability - An Example Resistance to Rain Penetration 3.1 Brickwork 3.2 Assessing the Exposure 3.3 Design Details, Specification and Workmanship Durability 4.1 Brickwork 4.2 Cavity Wall Ties and Frame Ties 4.3 Structural Steel Frame 4.4 Bimetallic Corrosion Accommodation 01 Movement 5.1 General 5.2 Thermal Movement 5.3 Moisture Movement 5.4 Restrained and Unrestrained Movements 5.5 Assessment of Movement in Masonry 5.6 Preferred Locations of Movement Joints 5.7 Sealing Movement Joints 5.8 External Masonry Walls and Steel Framed Buildings Stability ............ 6.t General 6.2 Horizontal and Vertical Lateral Support Conditions 6.3 Cavity Wall Ties 6.4 Frame Ties 6.5 Methods of Fixing Wall Panel Restraint Ties to Steel Frames. 6.6 Masonry Panels Containing Openings

7

3.0

4.0

5.0

6.0

13

t7

29

43

Beddington House, Wallington for Haslemere Estates pic

LIST OFTABLES

I All Tables can be found within each relevant section and denoted asfollows:T2 .1 denotes Section 2, Table 1 Olympic House , Woking for Norwich Union Assurance pic

T2 .1 Clay brick tolerances in mm (based on BS:3921 Table 3limits of size) T2 .2 Calcium Silicate (sandnirne , f1intllime) BrickTolerances in mm (based on BS :187Table 1) T3 .1 Classi fication of exposure to local wind-driven rain (BS:5628: Part 3: Table 10) T3 .2 Mortar mixes (BS :5628 : Part 3 :Table 15) T4.1 Durability of masonry in finished construction (BS:5628: Part 3 : Table 13) T4.2 Anchorages , dowe ls and fixings (BS:5628: Part 3 : Table 1) T4.3 Protection of metal components (other than wall ties) built into masonry (BS :5628 : Part3:Table 14) T4 .4 Risk of additionai corrosion from bimetallic contact T5 .1 Properties needed to assess changes of size and shape of materials T5 .2 Examples of service temperature ranges of materials (UK only) T5.3 Recommended compression movement joint widths T5.4 Basic properties of suitable joint sealants T5.5 Theoretical deflections for steel frame members supporting and/or restraini ng an external masonry cavity wall T6 .1 Characteristic strengths of wall ties used as panel supports (BS :5628 : Part 1:Table 8) T6.2 Selection olties (BS :5628 : Part 3 :Table 9(b)) T6.3 Spacing olties (BS :5628: Part 1:Table 6) T6.4 Suitability of alternative fixings for wall panel restraint ties to steel frame.

2

LI ST OF FIGURES

I All figures can be found at the end ot each relevant section and denoted asfollows:F2.1 denotes Sect ion 2 Figure 1. F2.1 Accommodation of tolerance on brick sizes in short runs of brickwork F2 .2 Horizontal expansion joi nt for multi-storey buildings outl ining the fixi"li! of continuous support ang le to steel noo r beam in order to provide tolerances for vert ical and horizontal variations. F2.3 Horizontal expansion joint for mull i-stor ey build ings outl ining the fixinll of cont inuous support ang le to composite floor slab in order to provide tolerances for vert ical and horizontal variations . F3.1 The durability and resistance to rain penetration of different mortar joint profiles . F4.1 Masonry condition or situation affecting the spec ification of the bricks and mortar. F4.2 Designs for minimising bimetallic corrosion. F5.1 Typical expansion and contraction joint. F5.2 Preferred locations of movement joints. F5.3 Preferred location of movement joi nts at column positions . F5.4 Preferred locations of movement joints at cornercolumns . F5.5 Typical deflections and sway of single storey portal frame building. F5.6 Schematic illustration of differential movement between external wall and structure. F5.7 Comparison between external cavity walls in mult i-sto rey buildings :(a) supported off steel frame (b) independent of steellrame F6.1 Details provid ing simple and fixed vertical lateral support. F6.2 Details provid ing simple and fixed horizontal lateral support. F6.3 Typical examples of frame ties. F6.4a Frame tie details to accommodate vertical and/o r horizontal

movement.

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F6.4b Frame tie details to accommodate vertical and/or horizontal

movement. F6.5 Mernative non-standard frame tie des igns for increased flexibility. F6.6 Typical spacings of double triangl e and vertical twist cavity wall ties and panel restra int ties in single storey and med iumlh igh rise buildings. F6.7 Methods of fixing fram e ties to the main structur e.

Hills Road , Cambridge for Caltrust Developments Ltd and Standard Life Assurance pic

3

30 Garrard Street , Reading for Bov is Property Division

4

SECTION 1

I

INTRODUCTION "Tt;e aim of this publication is to provide guidanceto

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architects, engineers and technicians with illustrations of modern practice combining steel frames and brickwork cladding in non-domestic buildings to achieve stability, durability, buildability and long-term serviceability. The use of brickwork with a steel frame is not new it was the most commonly used cladding for framed bUildings during the 1920's and 1930's. Many of these buildings continue to give good service and will do so into the 21 st century. However, the way in which we use these two materials today has changed. For example, all structural materials are now designed to higherstresses than wasthe case 50 yearsago,withthe aim of reducing the amount of structural material within buildings. Most modern structures are thus significantly more slender and lighterthan their predecessors, and deflections and sways need to be considered more fully. When combined with an increasing requirement for longer spans, flexibilityof use and the abilityto accommodate a rangeof services, itwillbe appreciated that moderndesign is more complex. The publication includes a range of acceptable details in common use. No detail is universal, however, and slight modification by the designer may be required to suit a particular application. The annotation is intended to assist in highlighting the key factors involved. The text has been kept to a minimum. For an understanding of the background and principles involved, reference must be made to the various publications referred to in the text. This brochure is not intended to be definitive or exhaustive and the individual designerwill need to use his ownjudgementas to whichdetailsand which modifications are necessaryfor a particular project. There are clearly many special applications and situations which are beyond the scope of a publication of this type.

5

William Booth H for Salvation Ar::'~se, Hull

6

, SECTION2!

BUILOABILITV 2.1

GENERAL Tolerances inconstruction andmovement in all types of cladding and supporting structures need to be considered in combination. Both can affect fixings, bearings and joints and so influence watertightness and safety. For example, if joints are small as a

result ofinaccuracies andmovements large in relation to joint width, sealants may becom e over-strained, leading to rain penetration. Further movement after the joint has closed ca n damage fixings and dislodge cladd ing. Principal factors determ ining the effects of movements and inaccuracies are:i) Maximum size of external wall panels between horizontal and vertical movement joints, and expected change in size due to moisture content and temperature changes. ii) Expected changes to supporting structures due to moveme ntlthermal effects together with deflection and creep . iii) Relative direction of movements l.e, whether the two elements of a member move in the same or oppos ite direction. iv) Size and accuracy of components manufacturedoff site, suchas windows, required to fit into pre-forme d openi ngs.

Tab le 2.1

Dimensional inaccu racie s can only be accommodated at the joints and it is necessary to assess whether the proposed jointing method can adeq uately cope with such variations together with any subsequent movem ent. Guidance on the assessment of dimens ional accuracy and the select ion of appropriate jointing methods are given in the follOWing codes of practice:BS:5606 "Accuracy in BUilding" (Ref. 1). BS:6093 "Design of Joints and Joi nting in Building Construction". (Ref. 2).

2.2

BRIC KWORK When design ing in brickwork it is desirable to work in multiple s of half brick lengths (112.5mm co-ordinatinq size) to avoid cutting and unsightly jointing . BOA Design Note 3 "Brickwork Dimensions Tables" (Ref. 3) provides useful tab les. Clay and Calcium Silicate bricks are normally produced within the limits of size stated in BS:3921:1965 (Ref . 4) and BS :167: 1976 (Ref. 27). These are summarised in Table 2.1 for clay bricks and Table 2.2 for calcium silicate bricks .

Lim its of s ize of cla y bricks (based on BS 392 1 table 3 ) Work size

215 (lenl1th) 102'5 (Width) 65 (height )

Permitted limits of size

- - -- - - -- Minimum --Maximum for 24 bricks

for 24 bricks

5235 2505 1605

5065 2415 1515

Tab le 2.2 Calciu m s ilicate (sandlllme, flint/li me) bric k tole rances In m m (based on BS 167 ' 1978 Table 1)

-

Work size Max. limit of manufacturing size Min. limit of manufacturing size

Length 215

Wid th 102.5

Hei ght

217

105

65 67

212

101

63

Note: Special shaped bricks to BS 4729 : 1971 usually require longer delivery periods and are not manufactured to any stated tolerance. Always consult the manufacturer when incorporating architectural featuresrequiring bricksto a specifictolerance.

r - - - - - -- - -----,

Kings Meadow, Reading for Speyhawk Land Estates

7

The variation in brick sizes can normally be taken Into account by the.bricklayer adjusting the width of the mortar JOInts but special care may need to be taken with short lengths of brickwork. Bricks may need to be specially selected either on site or by arrangement with the manufacturer to obtain a satisfactory result. Examples of this include piers formed between adJacentope",~sor a single soldier course of bricks on end . FIg 2.1 shows some of the considerations necessary. Specific regurrements for accuracy 01 size need to be wntten Into the specification .

2.3 STEELWORK Hot-rolled sect ions such as universal beams, universal columns, joists and channels etc are produced to the requirements of BS4 : Part 1; 1980 (Ref. 25). A section is desiqnated by the serial (nominal) size in millirnetras and the mass per unit length in kilograms per metre. The designer should be aware of the following points which may affect critical areas of detaillng:a) The actual dimensions of universal beam and universal column sections of the same serial size but of different masses vary. For example, the 254 x 254 serial size UC has five different masses ranging from 73 - 167 kg/m . The actual overan dimensions (in mm) vary from 254 x 254 to 289 .1 x 264.5. A list of common section sizes available today can be found in BS4 : Part 1: 1980 (Ref. 25). b) The British Standard prov ides guidel ines on dimensional rolling tolerances within which all hot-rolled sections are

2.4 BUILDABILITY - AN EXAMPLE A difflCUtIdetail encountered with masonry cladding to mutli-storey framed structures is the horizontal support - and the associated expansion joint. The detail must accommodate variations both vertically and honzontally In the position of the continuous steel supporting angle. Figs . 2.2 and 2.3 Illustrate two possible solutions. The designer WIllhave to assess and specify with care the dImensIonal tolerances to which the contractor must work. CIRIA Technical Note 113"A sugl;lested Des iqn Procedure for Accuracy in BUIlding" (Ref. 5) suggests the followinll procedures:i) Choose details which aVOId conflict between very accurate components and relatively inaccu rate surrounding construction. ii) Choose details which facilitate the adjustment of continuous elements e.g. continuous steel angles supporting the external leaf of brickwork. iii) Generally, avoid specifying 'speci al' or 'high' degrees of accuracy, i.e. assume normal labour, normal construction methods, normal conditions. Special accuracy costs more ; it may not be justifiable. iv) Carry out check calculations so that effect of conflict between components and joints

is minimised. v) Assess and quantify any differential movement that may occur after construction and select the most appropriate type and size of joint. vi) Communicate all requirements clearly to the contractor.

manufactured. These tolerances cover depth and width of section, squareness of flanges and straightness. For example, for serial sizes up to and including 305mm the tolerance on section depth is 3 .2mm and on flange width +6.4mm or -4.8mm. c) Information on fabrication and erection tolerances can be found in BS. 5950 : Part 2: 1985 (Ref. 24) . Specific areas requiring attention include posrtion in plan of a column , verticality of a column, position in plan of beams connected to a column and the level of the steelwork at any sto rey.

B

Figure 2.1 ACCOMMODATION OFTOLERANCE ON BRICK SIZES IN SHORT RUNS OF BRICKWORK 102·5 215 1J.10

102·5

10-.11

_ 215--'._215 ....

J[

10

II

J[

][

)[

II

I

440

I

(a) Theoretical pier si2e - joint width and aJignmeent. 101

212

101

43 4

(b) UndelSized bricl 35m ) factor Statistical factor S3 = 1.0 (50 yr. exposure) Design wind speed V. = 46 x 1.0 x 1.03 x 1.0 = 47.4 mls

Dynamic pressure q = 0.613V. = 0.613 x 47.4 = 1.38 kN/m' 1000 1000 Table 7 (Ref. 18): 3/2 < h!w < 6 & 3/2 < IIW < 4 Max. external pressure coefficient Cpe = +0.80 also high local suction coefficient Cpe = - 1.20. Apply ing a part ial safety factor " f = 1.2 for cladding panels maximum compressionforce = (0.8 x 1.38) x 1.20 = 1.32 kN and max. tension force = (1.20 x 1.38) x 1.20 = 1.99 kN . Assuming a 1:1:6 mortar and " m = 3.0 , the quantity of ties requi red for each type is summarised in the table below: Strength (kN)

Type

No. ties

Spacing

1m'

(mm) H xV

Tension Compression Double Triangle

1.3

0 .42

3.2

600)( 450

Vertical Twist

1.3

1.3

1.5

900x 450

45

The above spacings do not take into account the additional tying requirements around the sides of openings orto the perimeter of the wall panel. They also represent the sort of spacings that can be expected for the worst case, i.e. wall panels to the top storey. The spacings of the double triangle type tiescan be gradualty increased as one moves down the height of the building but must not exceed the maximum permitted spacings of 900mm horizontally and 450mm vertically. Fog. 6.6 divides the British Isles into four zones and suggests typical spac i"lls for allernative types of cavity wall ties In single storey and medium to high rise buildings. A number of manufacturers are producing alternative cavity wall tie designs. Each should be assessed on its own merit taking into account structural performance as proven under acceptable test procedures.

6.4 FRAME TIES The selection of a suitable frame tie is very important in terms of both structural performance and ability to accommodate differential movements. Fig. 6.3 shows some typical examples of frame ties commonly available today. Frame ties tend to be manufactured out of strip metal nominally 20mm wide x 2 or 3mm thick by 150mm long , and tend to create similar problems to those posed by the vertical twist cavity ties , i.e. insufficient fleXibility to accommodate thermal and moisture movements. Some of the addrtional precautions necessary, particularly to accommodate vertical andlor horizontal movement, are outlined in Fig. 6.4.(a) and (b). Fig. 6.5 shows some alternative frametie designs which, whilst not being as strong in compression nevertheless are much better for accommodating differential vertical and horizontal movements. Frame ties are not covered by a relevant British Standard, but BS 5628: Part 1 stipulates that where ties are required to transmit compression, provided that any gap between the wall and the supporting structure is not greater than 75mm , the characteristic strengths given in Table 6.1 may be used . Other important functions of the frame tie are:(i) Durability. (ii) Resistance to the passage of water particularly wrth frame ties directly between external brickwork and steel frame, i.e. incorporate an adequate drip .

(iii) Profile suitable for minimising tendency to collect mortar droppings.

6.5 METHODS OF FIXING WALL PANEL RESTRAINTTIES TO STEEL FRAMES Fig. 6.7 indicates a number of alternative methods for connecting wall ties , restraining an external wall panel against lateral wind loads to a frame. The range of fixings available is listed below:a. Bolted connection - main disadvantage is the lack of suitable tolerance on sening out unless the holes are either drilled on site as the work proceeds or vertically slotted in the fabrication shop to accommodate any minor deviations in the bed joint positions. Holes drilled on site are very expensive. Under no circumstances should wall ties be bent to suit the brickwork coursing. b. Self drilling and self tapping screws normally used to fix metal roof decking to steel purlins. They can be installed in a single high speed operation in steel up to 20mm thICk without the need for drilling a pilot hole . Wall panel restraint ties up to 3mm thick can be accommodated. c. Shot fired nails - main advantage is the speed at which the fixing is made. However there are definite drawbacks such as correct cartridge selection, and the experience of the operator using the gun . One common problem is insufficient penetration of the nail allowing free movement of the wall panel tie between the steel web or flange and the head of the nail. It is recommended that a shot fired or power actuated fastener should only be used in shear and compression. Unless adequate site supervision is provided. they are not suited for use with a tie in tension. d. Proprietary and slotted frame tieschannels, positioned vertically or horizontally, may be either welded or bolted to the steel web or flange in the fabrication shop . The slotted frame ties can then be inserted into the channels as the masonry proceeds on site . The cost of this type of fixing can be relatively expensive when compared to either (b) or (c) and may be vulnerable to transportation damage.

46

Table 6.4 Su itability 01 alternative IIxlngs lor wall panel restraint t ies to steel Irame. Type 01 fixing

Nut and bolt

Sell drill an d tap screw

Tension

Shear

./ ./

./

K

Shot fired nails Tie in channel surface fixed to beam/co lum n

./ ./

Tie in channel cast into concrete

./ ./ ./

1.

./

No test date availab le. Spacings giv en in tables to Figu re 6 .6 are based on an ass umed capacity 015 0% of the values scecneopn Tabl e 8, 5628 : Part 1: 1985 10allo w for de-bond ing ol lie and effect s of lever arm produ ced by gap betwee n brickwork and steel frame.

as

e.

Proprietary dovetail slots and ties cast into the edge of an insitu rein forced concrete floo r or concrete casing to a perimete r floor beam. Table 6.4 summarises the suitability of the alte rnative typ e s ollixing normail y used.

6.6 MASONRY PANELS CONTAINING OPENINGS

--

Very litt le experimental data is avai lable on the performance of wail pa nels containing ope nings. BS 5628 : Part 3 (Ref . 6) provides some Simple rules for buildings up to and incl uding lour storeys. These are set out below:"Wails should be free Irom doo rs, windows etc . un less either: (i) intermediate supports are provided , or (ii) the total area of such openings is not greater than 10% of the appropriate max imum area give n in Table 8 or 25% of the actual area of wa il, whichever is the lesser, and no ope ning less than half its maximum dimension from the edg e of the wail . . ." As with most simplilied gu idelines. the designer may lind these a little restr icti ve and for

ope nings whose size and location wit hin a pan el are not cove red by the cod e, an alternative approac h wiil be necessary. BS 5628 : Part 3 Ap pe ndi x D suggests

two options:(i)

Div ide the pan el into sub-pane ls and then design each part in accordance with the rule s given in the code. An obvious dr awback of this method is that line loads on the free edge o f a pan el are not cate red for in the code. Th is p rob iem can be ove rco me using Jo hansen's yield line theory which enables bend ing moment coeff icien ts to be ca lculated for pan els with line load s. Wh ile thi s theo ry is not strict ly appl ica ble to masonry pan el s. good co rrelatio n with exper ime ntal results has been obtained for pan el s without open ings. (ii) As with lin e load s. Johansen's yie ld line theory can be app lied for obtain ing the bending moments in wail pan els with ' smail" openi ngs . Wh at constitutes a ' smail" open ing is dependent upo n a number of factors and the design er should ass ess each individual wall panel on its own meri ts, ta king into account bot h the size and di sposition o f ail openings .

47

Figure 6.1 DETAILS PROVIDING SIMPLE AND FIXED VERTICAL LATERAL SUPPORT.

/

/

/

/

/

/

/'

j. b'

/'

/

(ii)

(i)

(iii)

(a) Fixed vert ical support conditions.

>

(ii)

(i)

(iii)

(b) Simple vertica l support conditions.

48

Figure 6.2 DETAILS PROVIDING SIMPLE AND FIXED HORIZONTAL LATERAL SUPPORT.

D.p.c. material

Dp.c. formed from 2 or3 courses of dp.c. clay bricks to BS 3921: 1985.

must be capable ofresisting !texural bending " stresses.

Ground level. (ii)

(i)

(i) & (ii) Not to be used with porta l frames since the wall is required to be free to rotate at d .p.c. level as the portal frame sways. Therefore use simple support shown below.

V

I IX I"

rY

Inner leaf -~+V-:lk-;-'--­ lied to channel cast into !toar slab.

~

/

/ /

,

:..

~

iX :'>(

Outer brick teaf lied to !toar beam.

SOft joint.

Sliding anchor with lies into brick and blocJ:

Note :When using flex ible nes the amount at vertical movement should be lim ited to avoid ra in water pen etrating the outer leaf and coming into contact with the steel fra me. Alternatively the ties can be installed sloping down towards the o uter lea f.

52

Figure 6.5 ALTERNATIVE NON-STANDARD FRAMETIE DESIGNS FOR INCREASED FLEXIBILITY.

Courtesyot Harris and Edgar Ltd.

53

Noles 10 Fi gure 6.6 1. Cavity wall tie spacing based on a 3.0m wide x 3 .5m high panel in a 10 storey building 50m long x 15m wide , ground roughness Category 2, Class A. 2. Assuming that only the inner leaf is tied to the frame . Additional cavity ties must be provided around the perimeter of the panel at these spacings in order to stiffen the edge of the panel. 3. Assuming one row of ties at floor level per panel. 4. Cavity wall tie spacing based on a 3.0m wide x 6.0m high panel in a single storeybuilding 30m long x 10m wide , ground roughness Category 2, Class B. Main frames at 6.0m centres with splitter posts positioned midway between main frames . 5. Spacing doe s not conform with blockwork construction. Options are:(i) Use fishtail anchors debonded to allow in-plane movement of the masonry. (ii) Increase spacing to 225mm and tie both the brickwork and blockwork leaves to the frame . TIes to be staggered vertically. (iii) Alter cavity wall cons truction to two leaves of brickwork, the inner leaf tied to the frame at 150mm centres. 6. Double triangular ties can be used at these spacings whether in tension or com pression. 7. Fishtail anchors can be used at these spacings.whether in tension , compression or shear . 8. Additio nal ties provided around perimeter of panel at same centres as floor and column pane l. 9. Additional ties should be provided within 225mm of all open ings at 225mm vertical and horizontal

centres.

54

Figure 6.6 TYPICAL SPACINGS OF DOUBLE TRIANGULAR AND VERTICAL TWIST CAVITY TIES AND PANEL RESTRAINTTIES IN SINGLE STOREY AND MEDIUM TO HIGH RISE BUILDINGS.

Panel Restraint Ties to Frame Wind Zones Medium to High Rise Buildings - Max. Height 10 Storeys (35m) Panel restraint ties'

cavity waJIlies' •

Wi""

,~ .

450

450

-

-

......

-

,--

10100' 1-1

Do,bIe

VertICal

triangular

twist

l> 38

9OOx 450

90011450

2 l> 42

750. 450

90011450

225

450

450

450

3

l> 46

600 x 4 50

900 III 450

225

450

225

450

4

l> 52

450 II 4 50

900 x 450

225

450

225

450

II

(ms- ' )

1

--

..... .

+ ,- ,

Tocolumns

450

,

450

Single Storey Build ings - Max. Heigh t to Eaves 6.0m

_.

Panel restraint ties'

cavity waft ties' x

W'""

V.-

-

......

10coIumn&lsplinef post . .

-

-

..... .

Toeavesbeam H

-

v (ms-'j

Double triang ular

1

l> 38

900 x 450

900 x 450

2

l> 42

900 x 450

900 x 450

225

450

450

450

3

l> 46

900 x 450

90011450

225

450

225

450

4

»

450 x 450

900 x 450

150'

225

225

450

52

twist

225

F""'''' 7 450

450

"lIhIu 7

450

55

Agure 6.7 METHODS OF FIXING FRAME TIES TO THE MAIN STRUCTURE.

(a) Channe l cast into compos ite floor slab.

(b) Channel surface fixed to composite floor slab using expanding bolt.

(c) Channel welded to web or flange of stanchion.

(d) Channe l bolted through slotted holes in web or flange of stanchion using countersunk bolts.

(e) Tie fixed to stanchion using self drilling self tapping anchors or shot fired nails . Note: Shot fired fi xi ng not acceptable In tension.

56

IJ

LIST OF

REFERENCES 1. 2. 3. 4. 5. 6.

7. 8. 9. 10. 11. 12. 13. 14. 15. 16.

17. 18. 19.

20. 21 .

22. 23 . 24. 25 . 26. 27. 28.

BS 5606 : 1978 "Code of Practice for Acc uracy in B u ild i n g ~ BS 6093: 1981 "Cod e 01 Practice for the Des ign of Joints and Jointing in Building Oonstrucnon" BOA De sign Note 3 "Brickwork Dimensions Tables" - Hargreaves T. BS 3921 : 1985 "Specilication lor Clay Bricks" CIRI A Technical Note 113 "A Suggested Design Procedure lor Accuracy in Building ~ BS 5628 : Part 1: 1985 "Structural Use of Unreinlorced Masonry': Part 2 : 1985 "Structural Use of Reinforced and Prestressed Masonry': Part 3 : 1985 "Materials and Components. Design and Workmansh ip~ DO 93 : 1984 "Method s for Assessing Exposure to Wind-driven Ra in~ CP 121: Part 1: 1973 (wijhdrawnj "Brick and Block Masonry': BRE Report "Driving Rain Index" BRE Digest 236 "Cavity lnsulation" BRE Digest 277 "Bum-in Cavity Wa ll Insulation for Housing~ BOA Des ign Note 7 "Brickwork Durabil i~ Hard ing J. R. and Sm ith R. A. BS 1243: 1978 "Spec ifica tion for Metal Ties for Cavity Wall Con struction" BS 729 : 1971 "Hot Dip Galvanized Coatings on Iron and Steel Art icle s~ BSC Publica tion "Steelwork in Cavity Walls~ PO 8484 : 1979 "Commentary on Corrosion at Bimetallic Contacts and its Alleviarion" BS 6213 : 1982 "Guide to the Selee1ion 01 Constructional Sealants" CP 3 Chapter V: Part 2 : 1972 "Basic Data lor the Design 01 BUildings - Wind Loads. "Fire and Steel Construction - An Introd uction to the Fire Protection of Steel" - D. A. Ellio t. "Fire Protee1ion for Structural Steel in Bu ild ings~ ASFPCM/Constrado . BS 5250: 1975 "Cod e 01 Bas ic Data lor th e Des ign 01 BUildings : the Control 01 Condensation in Dwellings~ 6229 : 1982 "Code of Practice for Flat Rools with Continuously Supported Cove rings~ BS 5950 : Part 1: 1985 "Code of Practice lor Des ign in Simp le and Con tinuous Construction : Hot Rolled See1ions~ BS 5950: Part 2: 1985 "Spec ification lor Mat erials . Fabrication and Eree1ion : Hot-Rolled secuons: BS 4 : Part 1: 1960 "Structu ral Stee l See1ions: Specilication for Hot-Rotted See1ions~ BRE Publication "Performance Specifications for Wall Ties~ R. C . De Vek ey. BS 187 : 1978 "Specifica tion for Calcium Silicate (Sand lime and Flintlime ) B ricks~ BOA Design Gu ide "Designing for Brickwork Movement~ Morton J.

as

-57

The Brick DewIopment Association _side House Winkfield Windsor Berbhire 5L4 20X rei Winkfield Row 10344) 885651

British Steel Corporation B5C General Steels Structural Divi sion - 5ectlons

p.o. Box24 , Steel House Redcar, CJeveland. T5 10SOL Telephone: 0042 474242