ashwall™ - apps2.staffordshire.gov.uk

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AshWall™Design Specification

Christchurch Infants School Burton‐on‐Trent2012.090.R.001

Revision D

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Welcome to Ash & Lacy AshWall™ Steel Framing

Ash & Lacy Building Systems are one of the UK’s leading manufacturers of total through the wall

building systems. With our long experience of designing and supplying rainscreen systems, we

offer Ash & Lacy AshWall™ steel frame that complements our range of rainscreen products or can

be used with other internal and external building systems.

EXECUTIVE SUMMARY

This report has been compiled to give estimating advice for the AshWall lightweight steel framing system. It

has been prepared solely for the purposes of estimating and co‐ordination and may not be used for any

other purpose.

REVISION HISTORY

Below is recorded the revision history of this document;

Revision By Date Description

A DNY 08.10.12 First Issue

B DNY 01.02.13 Detailed Issue

C DNY 12.02.13 Detailed Issue

D DNY 22.08.13 Detailed Issue

CONTENTS

EXECUTIVE SUMMARY ................................................................................................................................................................................................... 2 REVISION HISTORY......................................................................................................................................................................................................... 2 CONTENTS ......................................................................................................................................................................................................................... 2 OVERVIEW ......................................................................................................................................................................................................................... 3 LOADINGS ......................................................................................................................................................................................................................... 3 PRIMARY STRUCTURE .................................................................................................................................................................................................... 3 DIFFERENTIAL MOVEMENT .......................................................................................................................................................................................... 3 DESIGN SPECIFICATION ............................................................................................................................................................................................... 3 SPECIFICATION DRAWING(S) ..................................................................................................................................................................................... 4 STRUCTURAL CALCULATIONS ................................................................................................................................................................................... 5 SECTION RANGE & STRUCTURAL PROPERTIES ................................................................................................................................................... 6 ANCILLARY PRODUCTS................................................................................................................................................................................................. 7 FIXINGS BY ASHFIX™ ..................................................................................................................................................................................................... 8 FURTHER INFORMATION ............................................................................................................................................................................................. 9

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OVERVIEW

This report has been created to offer technical and estimating guidance for the AshWall™

lightweight steel framing system only. Limited information was available to Ash & Lacy Building

Systems at the time of writing and as such, all designs and specifications are subject to review

without notice or reference. Any commitments made by any third party are undertaken entirely at

their own risk.

LOADINGS

The following loading criteria have been used in our calculations;

Worst case Wind Load ‐1.237 kN/m²

Zone B wind load +0.949 kN/m²

Dead Load 0.550 kN/m²

Deflection Ratio span/360

The use of correct and agreed loadings is critical to the performance and specification of the

AshWall™ system. The reader is advised that the structural calculations provided in this report

should be passed onto the project structural engineer for review and confirmation

PRIMARY STRUCTURE

From the information received, it has been identified that the primary structure consists of a cast in

situ concrete frame. The AshWall™ is now in an infill condition where the head and base tracks

require a minimum 2/3rds bearing onto the concrete slab.

DIFFERENTIAL MOVEMENT

At the time of writing, no information has been provided to determine the differential movement

under live loading between floors. The AshWall™ system can accommodate a maximum vertical

deflection of 25mm. For frames that are required to accommodate a greater amount of deflection,

alternative solutions are available – please contact the AshWall™ Technical Department for more

information.

DESIGN SPECIFICATION

This specification is given as a structural minimum and may not be deviated from under any

circumstance. All components (to include fixings and ancillaries) must fully comply with the

manufacturer’s specification and guidance on best practice.

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SPECIFICATION DRAWING(S)

Overleaf are given the drawings highlighting the AshWall™ design specification;

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STRUCTURAL CALCULATIONS

Overleaf are given the structural calculations for the AshWall™;

Webb Yates (Midlands) Ltd Studio 8, 50-54 St Pauls Square

Birmingham. B3 1QS 0121 233 2600

[email protected] www.webbyates.co.uk

Calculations

Christchurch Infants School, Burton-on-Trent Revision: P04

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CONTENTS

LOADS ............................................................................................................................................................... 3

SITE LOCATION ............................................................................................................................................... 3

WIND LOADING ................................................................................................................................................ 4

STUD DESIGN .................................................................................................................................................. 5

WINDOW DESIGN ............................................................................................................................................ 7

SPLICE PLATE DESIGN ................................................................................................................................. 28

RAIL & CLEATS DESIGN ............................................................................................................................... 29

REVISION HISTORY

Revisions indicated with line in margin.

Revision status: P = Preliminary, Inf = Information, T = Tender, C = Construction

Revision Date By Description

P01 08.10.12 WYM Preliminary issue

P02 01.02.13 WYM Detail issue

P03 12.02.13 WYM Detail Issue

P04 22.08.13 WYM Detail Issue

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LOADS

Loads are applied as follows

Dead: An allowance of 0.55 kN/m2 is applied to the studs for the self-weight of cladding

Wind: Taken -1.237 kN/m2 worst case for Zone A & +0.949kN/m2 for Zone B

SITE LOCATION

Site is located as below;

OS X (Eastings) 424060 OS Y (Northings) 322471 Nearest Post Code DE14 3LG Lat (WGS84) N52:47:57 (52.799267) Long (WGS84) W1:38:41 (-1.644590) LR SK240224 mX -183074 mY 6911895

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WIND LOADING

Wind Direction 0O 30 O 60 O 90 O 120 O 150 O 180 O 210 O 240 O 270 O 300 O 330 O

Topographic Increment – Sh 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Fetch Factor – Sc 0.902 1.036 1.036 1.036 0.902 0.902 1.036 0.902 0.902 1.036 1.036 1.036

Fetch Adjustment Factor – Tc 0.754 1.000 1.000 1.000 0.767 0.754 1.000 0.767 0.754 1.000 1.000 1.000

Turbulance Factor – St 0.189 0.174 0.174 0.174 0.189 0.189 0.174 0.189 0.189 0.174 0.174 0.174

Turbulance Adjustment Factor – Tt 1.604 1.000 1.000 1.000 1.604 1.604 1.000 1.604 1.604 1.000 1.000 1.000

Effective Wind Speed – Ve(m/s) 24.225 27.050 27.050 27.421 23.070 24.846 31.497 29.391 31.057 36.685 33.720 30.385

Direction Factor – Sd 0.780 0.730 0.730 0.740 0.730 0.800 0.850 0.930 1.000 0.990 0.910 0.820

Distance to Sea (km) 200.00 186.00 133.94 200.00 200.00 200.00 200.00 200.00 200.00 171.71 137.47 200.00

Distance in Town (km) 2.50 0.00 0.00 0.00 1.50 2.50 0.00 1.50 2.50 0.00 0.00 0.00

Altitude Factor – Sa 1.045 1.045 1.045 1.045 1.045 1.045 1.045 1.045 1.045 1.045 1.045 1.045

Obstruction Height – Ho (m) 12.50 2.50 2.50 2.50 12.50 12.50 2.50 12.50 12.50 2.50 2.50 2.50

Obstruction Spacing – Xo (m) 20.00 4.00 4.00 4.00 20.00 20.00 4.00 20.00 20.00 4.00 4.00 4.00

Displacement Height – Hd (m) 10.000 2.000 2.000 2.000 10.000 10.000 2.000 10.000 10.000 2.000 2.000 2.000

Effective Height – He (m) 5.600 12.000 12.000 12.000 5.600 5.600 12.000 5.600 5.600 12.000 12.000 12.000

Gust Peak Factor – gt 3.440 3.440 3.440 3.440 3.440 3.440 3.440 3.440 3.440 3.440 3.440 3.440

Site Wind Speed – Vs (m/s) 17.443 16.325 16.325 16.549 16.325 17.890 19.009 20.798 22.363 22.139 20.350 18.338

Terrain and Building factor – Sb 1.389 1.657 1.657 1.657 1.413 1.389 1.657 1.413 1.389 1.657 1.657 1.657

Dynamic Pressure – q (kN/m2) 0.360 0.449 0.449 0.461 0.326 0.378 0.608 0.530 0.591 0.825 0.697 0.566

Size Effect Factor – Ca 0.803 0.836 0.836 0.836 0.803 0.803 0.836 0.803 0.803 0.836 0.836 0.836

Therefore worst case dynamic pressure =0.825 kN/m2

Worst case pressure coefficients:

Zone A = -1.3 – (+0.2) = -1.5

Windward face = +0.85 – (-0.3) = +1.15

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STUD DESIGN The following stud design is based on Zone A Wind Loadings;

Christchurch Primary School, 2012.09, WYM, General Stud

Stud Ref: 3300 Vertical Bay Height - System Supplier (Ash & Lacy)

Designed in line with BS 6399 Part 1, 2, 3 & BS 5950 Part 5

Panel Dimensions; General stud centres [ctrs] = 600 mm Wind load [WL] = 1.237 kN/m2 Dead cladding load [DL_clad] = 0.55 kN/m2 Additional line load at head [DL_udl] = 0 kN/m Factor of safety [FOS] = (1.4DL+1.4WL) Span/Defl ratio [δ] = 360 Design Strength - Steel Grade (N/mm2) 390 N/mm2 Stud Design Stud properties; Stud span [L_stud] = 3300mm Leff major [Lex] = 2805mm Leff minor[Ley] = 2805mm Forces applied; Mmax = 1.41 kNm Comp = 1.52 kN Shear = 1.71 kN Stud design: AC.150.50.12 Stud Strength check; Short strut capacity [Pcs] = 72.6 kN OK (2%) Buckling resistance [Pc] = 18.5 kN OK (8%) Bending capacity [Mc] = 4.5 kNm OK (31%) Buckling resistance [Mb] = 1.7 kNm OK (83%) Overall buckling check [Fc/Pc + Mmax/Mb + My/Mcy(1-(Fc/Pey))] = OK (91%) Deflection check; Deflection limit = 9.2 mm Actual deflection = 5.3 OK (58%) Stud fixing requirements; Head fixing arrangement: Head fixing: (Vc) 1.84 kN - OK (93%) Base fixing arrangement: Base fixing: (Vc ) 1.84 kN - OK (93%)

Summary:

Studs: AC.150.50.12 - PASS at 600 Typical Centres

Head Track: AU.154.70.20

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Base Track: AU.154.50.12

Stud head fixings:1No 4H45 Tapcon Anchor

Stud base fixings:1No 4H45 Tapcon Anchor

Design by WYM

Checked by:

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WINDOW DESIGN The following window design is based on Zone A Wind Loadings;

Christchurch Primary School, 2012.09, WYM, Window W1

Opening Ref: 2100(w) & 1500(h) in a 3300 vertical bay span - System Supplier (Ash & Lacy)


Panel Dimensions; General stud centres [ctrs] = 600 mm Wind load [WL] = 1.237 kN/m2 Dead cladding load [DL_clad] = 0.55 kN/m2 Additional line load at head [DL_udl] = 0 kN/m Factor of safety [FOS] = (1.4DL+1.4WL) Span/Defl ratio [δ] = 360 Dimension A (Bay Height) = 3300 mm Dimension B (Distance to adjacent stud) = 600 mm Dimension C ( Opening Width) = 2100 mm Dimension D (Opening Height) = 1500 mm Dimension E ( Above Opening Height) = 275 mm Dimension F ( Cill Height) = 1525 mm Design Strength - Steel Grade (N/mm2) 390 N/mm2 Jamb Stud Design Jamb span [L_jamb = A] = 3300 mm Leff major [Lex] = 2805 mm Leff minor[Ley] = 1525 mm Aperture width [W_wid = C] = 2100 mm Jamb stud centres [jcrs = (B+C)/2] = 1350 mm Ultimate Forces applied; Mmax_jamb = 3.18 kNm Comp_jamb = 0.98 kN Shear_jamb head track = 3.72 kN Shear_jamb base track = 2.82 kN Jamb section/s: AC.150.50.12 & AU.154.50.12 Jamb capacity; Short strut capacity [Pcs] = 111.7 kN OK (1%) Buckling resistance [Pc] = 33.4 kN OK (3%) Bending capacity [Mc] = 7.7 kNm OK (41%) Buckling resistance [Mb] = 7.5 kNm OK (43%) Overall buckling check [Fc/Pc + Mmax/Mb + My/Mcy(1-(Fc/Pey))] = OK (47%) Deflection check; Deflection limit = 9.2 mm Actual deflection = 6.1 mm OK (66%) Jamb fixing requirements;

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Head fixing arrangement: Concrete [Single Stud]

Head fixing arrangement: 4No 4H45 Tapcon Anchors 4.5 kN - OK (83%)

Base fixing arrangement: Concrete [Single Stud]

Base fixing arrangement: 2No 4H45 Tapcon Anchors 3.68 kN - OK (77%)

Cill Design Cill span [L_cill = C] = 2100 mm Leff major [Lex] = 2100 mm Leff minor[Ley] = 600 mm Cill load width [crs_cill = (D + F)/2] = 1512.5 mm Ultimate Forces applied; Mmax_cill = 1.44 kNm Vmax_cill = 2.75 kN Cill section: AU.154.50.12 Cill capacity; Bending Capacity [Mc] = 3.2 kNm OK (45%) Buckling Resistance [Mb] = 3.2 kNm OK (45%) Deflection check; Deflection limit = 5.8 mm Actual deflection = 2.3 mm - OK (39%) Cill fixing requirements; Cill fixing: Minimum 2No. CFC26 Teks screws, Vc = 7.68 kN - OK (36%) Lintel Design Lintel span [L_lintel = C] = 2100 mm Leff minor[Ley] = 600 mm Lintel horizontal load width [crs_H = (D + E)/2] = 888 mm Leff major [Lex] = 2100 mm Lintel vertical loads width [crs_V = E] = 275 mm Forces applied; Mmax_lintel_x = 0.85 kNm Vmax_lintel_x = 1.61 kN Mmax_lintel_y = 0.12 kNm Vmax_lintel_y = 0.22 kN Lintel section: AU.154.50.12

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Lintel capacity; Bending Capacity [Mcx] = 3.2 kNm OK (27%) Bending Capacity [Mcy] = 0.6 kNm OK (20%) Buckling Resistance [Mb] = 3.2 kNm OK (27%) Local Capacity check [Mx/Mcx + My/Mcy] = OK (47%) Overall buckling check [Mx/Mb + My/Mcy] = OK (47%) Deflection check; Deflection limit (hoz) = 5.83 mm Actual deflection (hoz) = 1.3 mm OK (22%) Deflection limit (vert) = 5.83 mm Actual deflection (vert) = 2.8 mm OK (48%) Lintel fixing requirements; Resultant shear [SQRT(Vx^2 + Vy^2)] = 1.62 kN Lintel fixing: Minimum 2No. CFC26 Teks screws, Vc = 7.68 kN - OK (21%)

Opening Summary: 2100(w) & 1500(h) in a 3300 vertical bay span

Jamb Section: AC.150.50.12 & AU.154.50.12 - PASS

Jamb head fixings: (Concrete [Single Stud]) 4No 4H45 Tapcon Anchors

Jamb base fixings: (Concrete [Single Stud]) 2No 4H45 Tapcon Anchors

Cill section: AU.154.50.12 - PASS

Cill fixings: Minimum 2No. CFC26 Teks screws

Lintel section: AU.154.50.12 - PASS

Lintel fixings: Minimum 2No. CFC26 Teks screws

Design by WYM

Checked by:

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Panel Dimensions; General stud centres [ctrs] = 600 mm Wind load [WL] = 1.237 kN/m2 Dead cladding load [DL_clad] = 0.55 kN/m2 Additional line load at head [DL_udl] = 0 kN/m Factor of safety [FOS] = (1.4DL+1.4WL) Span/Defl ratio [δ] = 360 Dimension A (Bay Height) = 3300 mm Dimension B (Distance to adjacent stud) = 600 mm Dimension C ( Opening Width) = 3400 mm Dimension D (Opening Height) = 1500 mm Dimension E ( Above Opening Height) = 275 mm Dimension F ( Cill Height) = 1525 mm Design Strength - Steel Grade (N/mm2) 390 N/mm2 Jamb Stud Design Jamb span [L_jamb = A] = 3300 mm Leff major [Lex] = 2805 mm Leff minor[Ley] = 1525 mm Aperture width [W_wid = C] = 3400 mm Jamb stud centres [jcrs = (B+C)/2] = 2000 mm Ultimate Forces applied; Mmax_jamb = 4.71 kNm Comp_jamb = 1.12 kN Shear_jamb head track = 5.43 kN Shear_jamb base track = 3.82 kN Jamb section/s: AC.150.50.12 & AU.154.50.12 Jamb capacity; Short strut capacity [Pcs] = 111.7 kN OK (1%) Buckling resistance [Pc] = 33.4 kN OK (3%) Bending capacity [Mc] = 7.7 kNm OK (61%) Buckling resistance [Mb] = 7.5 kNm OK (63%) Overall buckling check [Fc/Pc + Mmax/Mb + My/Mcy(1-(Fc/Pey))] = OK (68%) Deflection check; Deflection limit = 9.2 mm Actual deflection = 9 mm OK (98%) Jamb fixing requirements; Head fixing arrangement: Concrete [Double Stud]


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Cill Design Cill span [L_cill = C] = 3400 mm Leff major [Lex] = 3400 mm Leff minor[Ley] = 600 mm Cill load width [crs_cill = (D + F)/2] = 1512.5 mm Ultimate Forces applied; Mmax_cill = 3.78 kNm Vmax_cill = 4.45 kN Cill section: AU.154.70.20 Cill capacity; Bending Capacity [Mc] = 7.8 kNm OK (48%) Buckling Resistance [Mb] = 7.8 kNm OK (48%) Deflection check; Deflection limit = 9.4 mm Actual deflection = 7.4 mm - OK (78%) Cill fixing requirements; Cill fixing: Minimum 2No. CFC26 Teks screws, Vc = 7.68 kN - OK (58%) Lintel Design Lintel span [L_lintel = C] = 3400 mm Leff minor[Ley] = 600 mm Lintel horizontal load width [crs_H = (D + E)/2] = 888 mm Leff major [Lex] = 3400 mm Lintel vertical loads width [crs_V = E] = 275 mm Forces applied; Mmax_lintel_x = 2.22 kNm Vmax_lintel_x = 2.61 kN Mmax_lintel_y = 0.31 kNm Vmax_lintel_y = 0.36 kN Lintel section: AU.154.70.20 Lintel capacity; Bending Capacity [Mcx] = 7.8 kNm OK (28%) Bending Capacity [Mcy] = 2.9 kNm OK (11%)

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Buckling Resistance [Mb] = 7.8 kNm OK (28%) Local Capacity check [Mx/Mcx + My/Mcy] = OK (39%) Overall buckling check [Mx/Mb + My/Mcy] = OK (39%) Deflection check; Deflection limit (hoz) = 9.44 mm Actual deflection (hoz) = 4.4 mm OK (47%) Deflection limit (vert) = 9.44 mm Actual deflection (vert) = 4.6 mm OK (49%) Lintel fixing requirements; Resultant shear [SQRT(Vx^2 + Vy^2)] = 2.63 kN Lintel fixing: Minimum 2No. CFC26 Teks screws, Vc = 7.68 kN - OK (34%)



Jamb head fixings: (Concrete [Double Stud]) 4No 4H45 Tapcon Anchors






Design by WYM

Checked by:

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Panel Dimensions; General stud centres [ctrs] = 600 mm Wind load [WL] = 1.237 kN/m2 Dead cladding load [DL_clad] = 0.55 kN/m2 Additional line load at head [DL_udl] = 0 kN/m Factor of safety [FOS] = (1.4DL+1.4WL) Span/Defl ratio [δ] = 360 Dimension A (Bay Height) = 3300 mm Dimension B (Distance to adjacent stud) = 600 mm Dimension C ( Opening Width) = 3824 mm Dimension D (Opening Height) = 1500 mm Dimension E ( Above Opening Height) = 275 mm Dimension F ( Cill Height) = 1525 mm Design Strength - Steel Grade (N/mm2) 390 N/mm2 Jamb Stud Design Jamb span [L_jamb = A] = 3300 mm Leff major [Lex] = 2805 mm Leff minor[Ley] = 1525 mm Aperture width [W_wid = C] = 3824 mm Jamb stud centres [jcrs = (B+C)/2] = 2212 mm Ultimate Forces applied; Mmax_jamb = 5.2 kNm Comp_jamb = 1.17 kN Shear_jamb head track = 5.98 kN Shear_jamb base track = 4.15 kN Jamb section/s: AC.150.50.12 & AU.154.70.20 Jamb capacity; Short strut capacity [Pcs] = 190.8 kN OK (1%) Buckling resistance [Pc] = 64.4 kN OK (2%) Bending capacity [Mc] = 12.3 kNm OK (42%) Buckling resistance [Mb] = 12.1 kNm OK (43%) Overall buckling check [Fc/Pc + Mmax/Mb + My/Mcy(1-(Fc/Pey))] = OK (46%) Deflection check; Deflection limit = 9.2 mm Actual deflection = 6.4 mm OK (70%) Jamb fixing requirements; Head fixing arrangement: Concrete [Double Stud]

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Base fixing arrangement: Concrete [Double Stud]


Cill Design Cill span [L_cill = C] = 3824 mm Leff major [Lex] = 3824 mm Leff minor[Ley] = 600 mm Cill load width [crs_cill = (D + F)/2] = 1512.5 mm Ultimate Forces applied; Mmax_cill = 4.79 kNm Vmax_cill = 5.01 kN Cill section: 2 x AU.154.50.12 & AC.150.50.12 Cill capacity; Bending Capacity [Mc] = 10.9 kNm OK (44%) Buckling Resistance [Mb] = 10.9 kNm OK (44%) Deflection check; Deflection limit = 10.6 mm Actual deflection = 8.2 mm - OK (77%) Cill fixing requirements; Cill fixing: Minimum 2No. CFC26 Teks screws, Vc = 7.68 kN - OK (65%) Lintel Design Lintel span [L_lintel = C] = 3824 mm Leff minor[Ley] = 600 mm Lintel horizontal load width [crs_H = (D + E)/2] = 888 mm Leff major [Lex] = 3824 mm Lintel vertical loads width [crs_V = E] = 275 mm Forces applied; Mmax_lintel_x = 2.81 kNm Vmax_lintel_x = 2.94 kN Mmax_lintel_y = 0.39 kNm Vmax_lintel_y = 0.4 kN Lintel section: AU.154.70.20 Lintel capacity;

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Bending Capacity [Mcx] = 7.8 kNm OK (36%) Bending Capacity [Mcy] = 2.9 kNm OK (13%) Buckling Resistance [Mb] = 7.8 kNm OK (36%) Local Capacity check [Mx/Mcx + My/Mcy] = OK (49%) Overall buckling check [Mx/Mb + My/Mcy] = OK (49%) Deflection check; Deflection limit (hoz) = 10.62 mm Actual deflection (hoz) = 7 mm OK (66%) Deflection limit (vert) = 10.62 mm Actual deflection (vert) = 7.4 mm OK (70%) Lintel fixing requirements; Resultant shear [SQRT(Vx^2 + Vy^2)] = 2.97 kN Lintel fixing: Minimum 2No. CFC26 Teks screws, Vc = 7.68 kN - OK (39%)




Jamb base fixings: (Concrete [Double Stud]) 4No 4H45 Tapcon Anchors

Cill section: 2 x AU.154.50.12 & AC.150.50.12 - PASS




Design by WYM

Checked by:

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Panel Dimensions; General stud centres [ctrs] = 600 mm Wind load [WL] = 1.237 kN/m2 Dead cladding load [DL_clad] = 0.55 kN/m2 Additional line load at head [DL_udl] = 0 kN/m Factor of safety [FOS] = (1.4DL+1.4WL) Span/Defl ratio [δ] = 360 Dimension A (Bay Height) = 3300 mm Dimension B (Distance to adjacent stud) = 600 mm Dimension C ( Opening Width) = 4200 mm Dimension D (Opening Height) = 1500 mm Dimension E ( Above Opening Height) = 275 mm Dimension F ( Cill Height) = 1525 mm Design Strength - Steel Grade (N/mm2) 390 N/mm2 Jamb Stud Design Jamb span [L_jamb = A] = 3300 mm Leff major [Lex] = 2805 mm Leff minor[Ley] = 1525 mm Aperture width [W_wid = C] = 4200 mm Jamb stud centres [jcrs = (B+C)/2] = 2400 mm Ultimate Forces applied; Mmax_jamb = 5.63 kNm Comp_jamb = 1.21 kN Shear_jamb head track = 6.47 kN Shear_jamb base track = 4.44 kN Jamb section/s: AC.150.50.12 & AU.154.70.20 Jamb capacity; Short strut capacity [Pcs] = 190.8 kN OK (1%) Buckling resistance [Pc] = 64.4 kN OK (2%) Bending capacity [Mc] = 12.3 kNm OK (46%) Buckling resistance [Mb] = 12.1 kNm OK (47%) Overall buckling check [Fc/Pc + Mmax/Mb + My/Mcy(1-(Fc/Pey))] = OK (49%) Deflection check; Deflection limit = 9.2 mm Actual deflection = 7 mm OK (76%) Jamb fixing requirements; Head fixing arrangement: Concrete [Double Stud]

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Cill Design Cill span [L_cill = C] = 4200 mm Leff major [Lex] = 4200 mm Leff minor[Ley] = 600 mm Cill load width [crs_cill = (D + F)/2] = 1512.5 mm Ultimate Forces applied; Mmax_cill = 5.78 kNm Vmax_cill = 5.5 kN Cill section: 2 x AU.154.70.20 & AC.150.50.12 Cill capacity; Bending Capacity [Mc] = 20.1 kNm OK (29%) Buckling Resistance [Mb] = 20.1 kNm OK (29%) Deflection check; Deflection limit = 11.7 mm Actual deflection = 6.9 mm - OK (59%) Cill fixing requirements; Cill fixing: Minimum 2No. CFC26 Teks screws, Vc = 7.68 kN - OK (72%) Lintel Design Lintel span [L_lintel = C] = 4200 mm Leff minor[Ley] = 600 mm Lintel horizontal load width [crs_H = (D + E)/2] = 888 mm Leff major [Lex] = 4200 mm Lintel vertical loads width [crs_V = E] = 275 mm Forces applied; Mmax_lintel_x = 3.39 kNm Vmax_lintel_x = 3.23 kN Mmax_lintel_y = 0.47 kNm Vmax_lintel_y = 0.44 kN Lintel section: AU.154.70.20 Lintel capacity;

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Bending Capacity [Mcx] = 7.8 kNm OK (43%) Bending Capacity [Mcy] = 2.9 kNm OK (16%) Buckling Resistance [Mb] = 7.8 kNm OK (43%) Local Capacity check [Mx/Mcx + My/Mcy] = OK (59%) Overall buckling check [Mx/Mb + My/Mcy] = OK (59%) Deflection check; Deflection limit (hoz) = 11.67 mm Actual deflection (hoz) = 10.2 mm OK (87%) Deflection limit (vert) = 11.67 mm Actual deflection (vert) = 10.8 mm OK (93%) Lintel fixing requirements; Resultant shear [SQRT(Vx^2 + Vy^2)] = 3.26 kN Lintel fixing: Minimum 2No. CFC26 Teks screws, Vc = 7.68 kN - OK (42%)





Cill section: 2 x AU.154.70.20 & AC.150.50.12 - PASS




Design by WYM

Checked by:

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Panel Dimensions; General stud centres [ctrs] = 600 mm Wind load [WL] = 1.237 kN/m2 Dead cladding load [DL_clad] = 0.55 kN/m2 Additional line load at head [DL_udl] = 0 kN/m Factor of safety [FOS] = (1.4DL+1.4WL) Span/Defl ratio [δ] = 360 Dimension A (Bay Height) = 3300 mm Dimension B (Distance to adjacent stud) = 600 mm Dimension C ( Opening Width) = 1585 mm Dimension D (Opening Height) = 2550 mm Dimension E ( Above Opening Height) = 275 mm Dimension F ( Cill Height) = 475 mm Design Strength - Steel Grade (N/mm2) 390 N/mm2 Jamb Stud Design Jamb span [L_jamb = A] = 3300 mm Leff major [Lex] = 2805 mm Leff minor[Ley] = 2550 mm Aperture width [W_wid = C] = 1585 mm Jamb stud centres [jcrs = (B+C)/2] = 1093 mm Ultimate Forces applied; Mmax_jamb = 2.21 kNm Comp_jamb = 0.93 kN Shear_jamb head track = 3.01 kN Shear_jamb base track = 2.92 kN Jamb section/s: AC.150.50.12 & AU.154.50.12 Jamb capacity; Short strut capacity [Pcs] = 111.7 kN OK (1%) Buckling resistance [Pc] = 31.1 kN OK (3%) Bending capacity [Mc] = 7.7 kNm OK (29%) Buckling resistance [Mb] = 5.2 kNm OK (43%) Overall buckling check [Fc/Pc + Mmax/Mb + My/Mcy(1-(Fc/Pey))] = OK (46%) Deflection check; Deflection limit = 9.2 mm Actual deflection = 4.2 mm OK (46%) Jamb fixing requirements; Head fixing arrangement: Concrete [Single Stud]

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Cill Design Cill span [L_cill = C] = 1585 mm Leff major [Lex] = 1585 mm Leff minor[Ley] = 600 mm Cill load width [crs_cill = (D + F)/2] = 1512.5 mm Ultimate Forces applied; Mmax_cill = 0.82 kNm Vmax_cill = 2.08 kN Cill section: AU.154.50.12 Cill capacity; Bending Capacity [Mc] = 3.2 kNm OK (26%) Buckling Resistance [Mb] = 3.2 kNm OK (26%) Deflection check; Deflection limit = 4.4 mm Actual deflection = 0.7 mm - OK (16%) Cill fixing requirements; Cill fixing: Minimum 2No. CFC26 Teks screws, Vc = 7.68 kN - OK (27%) Lintel Design Lintel span [L_lintel = C] = 1585 mm Leff minor[Ley] = 600 mm Lintel horizontal load width [crs_H = (D + E)/2] = 1413 mm Leff major [Lex] = 1585 mm Lintel vertical loads width [crs_V = E] = 275 mm Forces applied; Mmax_lintel_x = 0.77 kNm Vmax_lintel_x = 1.94 kN Mmax_lintel_y = 0.07 kNm Vmax_lintel_y = 0.17 kN Lintel section: AU.154.50.12 Lintel capacity;

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Bending Capacity [Mcx] = 3.2 kNm OK (24%) Bending Capacity [Mcy] = 0.6 kNm OK (12%) Buckling Resistance [Mb] = 3.2 kNm OK (24%) Local Capacity check [Mx/Mcx + My/Mcy] = OK (36%) Overall buckling check [Mx/Mb + My/Mcy] = OK (36%) Deflection check; Deflection limit (hoz) = 4.4 mm Actual deflection (hoz) = 0.7 mm OK (16%) Deflection limit (vert) = 4.4 mm Actual deflection (vert) = 0.9 mm OK (20%) Lintel fixing requirements; Resultant shear [SQRT(Vx^2 + Vy^2)] = 1.95 kN Lintel fixing: Minimum 2No. CFC26 Teks screws, Vc = 7.68 kN - OK (25%)



Jamb head fixings: (Concrete [Single Stud]) 2No 4H45 Tapcon Anchors






Design by WYM

Checked by:

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Panel Dimensions; General stud centres [ctrs] = 600 mm Wind load [WL] = 1.237 kN/m2 Dead cladding load [DL_clad] = 0.55 kN/m2 Additional line load at head [DL_udl] = 0 kN/m Factor of safety [FOS] = (1.4DL+1.4WL) Span/Defl ratio [δ] = 360 Dimension A (Bay Height) = 3300 mm Dimension B (Distance to adjacent stud) = 600 mm Dimension C ( Opening Width) = 1587 mm Dimension D (Opening Height) = 3300 mm Dimension E ( Above Opening Height) = 0 mm Dimension F ( Cill Height) = 0 mm Design Strength - Steel Grade (N/mm2) 390 N/mm2 Jamb Stud Design Jamb span [L_jamb = A] = 3300 mm Leff major [Lex] = 2805 mm Leff minor[Ley] = 3300 mm Aperture width [W_wid = C] = 1587 mm Jamb stud centres [jcrs = (B+C)/2] = 1094 mm Ultimate Forces applied; Mmax_jamb = 1.95 kNm Comp_jamb = 0.76 kN Shear_jamb head track = 1.99 kN Shear_jamb base track = 1.99 kN Jamb section/s: AC.150.50.12 & AU.154.50.12 Jamb capacity; Short strut capacity [Pcs] = 111.7 kN OK (1%) Buckling resistance [Pc] = 23.9 kN OK (3%) Bending capacity [Mc] = 7.7 kNm OK (25%) Buckling resistance [Mb] = 4.5 kNm OK (44%) Overall buckling check [Fc/Pc + Mmax/Mb + My/Mcy(1-(Fc/Pey))] = OK (47%) Deflection check; Deflection limit = 9.2 mm Actual deflection = 3.7 mm OK (40%) Jamb fixing requirements; Head fixing arrangement: Concrete [Single Stud (Splice)]

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Base fixing arrangement: Concrete[Reinforce stud detail]


Cill Design Cill span [L_cill = C] = N/A Leff major [Lex] = N/A Leff minor[Ley] = N/A Cill load width [crs_cill = (D + F)/2] = N/A Ultimate Forces applied; Mmax_cill = N/A Vmax_cill = N/A No Cill Specified Cill capacity; Bending Capacity [Mc] = N/A Buckling Resistance [Mb] = N/A Deflection check; Deflection limit = N/A Actual deflection = N/A Cill fixing requirements; Cill fixing: Minimum 2No. CFC26 Teks screws, Vc = N/A Lintel Design Lintel span [L_lintel = C] = N/A Leff minor[Ley] = N/A Lintel horizontal load width [crs_H = (D + E)/2] = N/A Leff major [Lex] = N/A Lintel vertical loads width [crs_V = E] = N/A Forces applied; Mmax_lintel_x = N/A Vmax_lintel_x = N/A Mmax_lintel_y = N/A Vmax_lintel_y = N/A No Lintel Specified Lintel capacity;

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Bending Capacity [Mcx] = N/A Bending Capacity [Mcy] = N/A Buckling Resistance [Mb] = N/A Local Capacity check [Mx/Mcx + My/Mcy] = N/A Overall buckling check [Mx/Mb + My/Mcy] = N/A Deflection check; Deflection limit (hoz) = N/A Actual deflection (hoz) = N/A Deflection limit (vert) = N/A Actual deflection (vert) = N/A Lintel fixing requirements; Resultant shear [SQRT(Vx^2 + Vy^2)] = N/A Lintel fixing: Minimum 2No. CFC26 Teks screws, Vc = N/A



Jamb head fixings: (Concrete [Single Stud (Splice)]) 2No 4H45 Tapcon Anchors

Jamb base fixings: (Concrete[Reinforce stud detail]) 2No 4H45 Tapcon Anchors

N/A

N/A

N/A

N/A

Design by WYM

Checked by:

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Panel Dimensions; General stud centres [ctrs] = 600 mm Wind load [WL] = 1.237 kN/m2 Dead cladding load [DL_clad] = 0.55 kN/m2 Additional line load at head [DL_udl] = 0 kN/m Factor of safety [FOS] = (1.4DL+1.4WL) Span/Defl ratio [δ] = 360 Dimension A (Bay Height) = 3300 mm Dimension B (Distance to adjacent stud) = 600 mm Dimension C ( Opening Width) = 5156 mm Dimension D (Opening Height) = 1500 mm Dimension E ( Above Opening Height) = 275 mm Dimension F ( Cill Height) = 1525 mm Design Strength - Steel Grade (N/mm2) 390 N/mm2 Jamb Stud Design Jamb span [L_jamb = A] = 3300 mm Leff major [Lex] = 2805 mm Leff minor[Ley] = 1525 mm Aperture width [W_wid = C] = 5156 mm Jamb stud centres [jcrs = (B+C)/2] = 2878 mm Ultimate Forces applied; Mmax_jamb = 6.73 kNm Comp_jamb = 1.31 kN Shear_jamb head track = 7.73 kN Shear_jamb base track = 5.17 kN Jamb section/s: AC.150.50.12 & AU.154.70.20 Jamb capacity; Short strut capacity [Pcs] = 190.8 kN OK (1%) Buckling resistance [Pc] = 64.4 kN OK (2%) Bending capacity [Mc] = 12.3 kNm OK (55%) Buckling resistance [Mb] = 12.1 kNm OK (56%) Overall buckling check [Fc/Pc + Mmax/Mb + My/Mcy(1-(Fc/Pey))] = OK (59%) Deflection check; Deflection limit = 9.2 mm Actual deflection = 8.3 mm OK (90%) Jamb fixing requirements; Head fixing arrangement: Tracks Fail - Special Design required

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Head fixing arrangement: Special Design Special Design Only



Cill Design Cill span [L_cill = C] = 5156 mm Leff major [Lex] = 5156 mm Leff minor[Ley] = 600 mm Cill load width [crs_cill = (D + F)/2] = 1512.5 mm Ultimate Forces applied; Mmax_cill = 8.7 kNm Vmax_cill = 6.75 kN Cill section: 3 x AU.154.70.20 & 2 x AC.150.50.12 Cill capacity; Bending Capacity [Mc] = 32.4 kNm OK (27%) Buckling Resistance [Mb] = 32.4 kNm OK (27%) Deflection check; Deflection limit = 14.3 mm Actual deflection = 9.9 mm - OK (69%) Cill fixing requirements; Cill fixing: Minimum 2No. CFC26 Teks screws, Vc = 7.68 kN - OK (88%) Lintel Design Lintel span [L_lintel = C] = 5156 mm Leff minor[Ley] = 600 mm Lintel horizontal load width [crs_H = (D + E)/2] = 888 mm Leff major [Lex] = 5156 mm Lintel vertical loads width [crs_V = E] = 275 mm Forces applied; Mmax_lintel_x = 5.11 kNm Vmax_lintel_x = 3.96 kN Mmax_lintel_y = 0.7 kNm Vmax_lintel_y = 0.55 kN Lintel section: 2 x AU.154.70.20 & AC.150.50.12 Lintel capacity;

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Bending Capacity [Mcx] = 20.1 kNm OK (25%) Bending Capacity [Mcy] = 6.7 kNm OK (10%) Buckling Resistance [Mb] = 20.1 kNm OK (25%) Local Capacity check [Mx/Mcx + My/Mcy] = OK (36%) Overall buckling check [Mx/Mb + My/Mcy] = OK (36%) Deflection check; Deflection limit (hoz) = 14.32 mm Actual deflection (hoz) = 9.3 mm OK (65%) Deflection limit (vert) = 14.32 mm Actual deflection (vert) = 10.5 mm OK (73%) Lintel fixing requirements; Resultant shear [SQRT(Vx^2 + Vy^2)] = 4 kN Lintel fixing: Minimum 2No. CFC26 Teks screws, Vc = 7.68 kN - OK (52%)



Jamb head fixings: (Tracks Fail - Special Design required) Special Design


Cill section: 3 x AU.154.70.20 & 2 x AC.150.50.12 - PASS


Lintel section: 2 x AU.154.70.20 & AC.150.50.12 - PASS


Design by WYM

Checked by:

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SPLICE PLATE DESIGN

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RAIL & CLEATS DESIGN

170908

EJOT Super-SAPHIR Self-Drilling JT4-6 Range

®

Figures above are based on results obtained from tests carried out in our Applicentre in accordance with equipment conforming to BS 5427 on a random sample of fasteners manufactured to EJOT tolerances. Information supplied should form part of a general guide and should performance data for a specific application be required please do not hesitate to contact us.

EJOT UK Limited Sherburn in Elmet, Leeds LS25 6PB. Tel: 01977 687040 Fax: 01977 687041

Fastener Dia kN

5.5 x L 11.5

Fastener Dia kN

5.5 x L 7.5

Material Specification Fastener. High quality Stainless steel grade 304 St/St, ISO group A2, Din Werkstoff 1.4301.

Ultimate Fastener Tensile Strength

Ultimate Fastener Shear Strength

8mm Hex

Fastener Dia Nominal Aluminium Thickness (mm)

2.0 3.0 4.0 6.0

5.5 x L 2.3* 4.6* 7.5* 8.2*

Ultimate Pullout Load kN

Ultimate Pullover Load kN

Washer Face Nominal Sheet Thickness (mm)

Aluminium 0.70 0.90

S16 Washer 2.00 2.20 S19 Washer 2.40 2.90

*Figures quoted above should be regarded as a guide only and actual pullout performance is dependant upon the strength/grade of aluminium being used. For a more accurate application specific value please contact either your sales engineer or the EJOT technical department.

[email protected]

Technical Helpline UK: 0800 731 4924Technical Helpline ROI: 1 800 882 388

¬ TL Teks, the original self-drilling self-tapping fastener for fixing into steel section of 4.0mm - 12.5mm

Applications

¬ Steel framing systems

¬ Brick Ties

¬ Bracketry to steel

¬ Cladding and roofing applications

¬ Composite panels

¬ Wind posts

¬ Composite steel decking

¬ General metal construction

Installation Guidelines

¬ A standard screwgun with a depth sensitive nosepiece should be used to install Teks. For optimal fastener performance, the screwgun should be a minimum of 6 amps and have an RPM range of 0-2500. (Maximum 1800 RPM is recommended for Teks 5 fasteners

¬ Adjust the screwgun nosepiece to properly seat the fastener.

¬ New magnetic sockets must be correctly set before use. Remove chip build-up as needed

¬ The fastener is fully seated when the head is flush with the work surface

¬ Overdriving may result in torsional failure of the fastener or stripout of the substrate

¬ The fastener must penetrate beyond the metal structure a minimum of 3 pitches of thread

Technical Data for 8mm Hex Head

Total Diameter Steel Maximum length Thickness Fixture Thickness* Eurocode

TL32 32mm 5.5mm 4.0mm - 12.5mm 9.5mm 921202

TL38 38mm 5.5mm 4.0mm - 12.5mm 15mm 921203

TL50 50mm 5.5mm 4.0mm - 12.5mm 28mm 920128

Steel Thickness 4mm 5mm 6 - 12.5mm 4.4kN 5.4kN 5.8kN

Performance Data

Recommended Tensile Values

Steel Thickness 4mm 5mm 6 - 12.5mm 3.8kN 3.9kN 4.0kN

Recommended Shear Values

Ultimate Fastener Loads

TENSILE SHEAR TIGHTENING TORQUE

14.1kN 9.7kN ≤ 16.5Nm

*Please note - fixture may require pre-drilling in some applications

SCREW TYPE

Typical Performance Parameters

Climaseal® Coating

¬ Climaseal is a high quality metal filled thermoset coating. Climaseal has been uniquely formulated to react and form a complete long life protection to provide the optimum in corrosion resistance properties. Climaseal is self sacrificing to the base substrate if penetrated or damaged. Fasteners coated with Climaseal exhibit excellent resistance most forms of abrasion and torque.

¬ Chemical Identification: Organometallic Polymer

¬ Colour: Silver/Metallic Grey

¬ Cure: Thermoset

¬ Typical Film Properties:

Humidity Resistance Excellent

Solvent Resistance Excellent

Impact Resistance Excellent

UV Resistance Excellent

¬ Fastener: TEKS

¬ Base Treatment: Zinc (non-electrolytically applied)

¬ Film: Climaseal (Thermoset Polyester)

¬ Test Method: Salt Spray, ASTM B117 - 720 hrs

Kesternich, DIN50018, 2.0L

8mm Hex

Teks®, Climaseal® and Spex™ are trademarks of ITW Buildex and Illinois Tool Works, Inc.

Teks® - TL32, TL38 & TL50Self drilling fasteners for general components to steel

6

SECTION RANGE & STRUCTURAL PROPERTIES All section properties have been calculated in accordance with BS5950 Part 5:1998. ‘C’ & ‘U’ sections are fabricated from

S390 steel coils rolled in accordance with EN 10147:2000 and pre‐hot dipped galvanised Z275 to BSEN 10147:1995. All ‘C’

sections are to length to customer order. Minimum order length is 600mm. All ‘U’ sections are provided at either 3.0m or

4.0m stock lengths. Cut to length ‘U’ tracks are available for customer order. All dimensions are given in mm.

‘C’ Stud Properties

Section Reference Web (W) Flange

(F) Lip (L)

Gauge

(G)

Weight

(kg/m)

Area

(cm²) Ixx (cm⁴) Iyy (cm⁴)

Zxx

(cm³)

Zyy1

(cm³)

Zyy2

(cm³) Rxx (cm) Ryy (cm)

Po

(N/mm²)

Mc

(kNm)

AC.100.50.12 100 50 10 1.2 1.96 2.50 41.39 8.34 8.38 5.43 2.49 4.07 1.83 366.2 2.92

AC.100.70.12 100 70 10 1.2 2.33 2.96 52.73 19.04 10.67 8.05 4.21 4.22 2.54 366.2 3.17

AC.100.50.15 100 50 10 1.5 2.45 3.13 51.46 10.28 10.45 6.76 3.09 4.06 1.81 381.7 3.95

AC.100.70.15 100 70 10 1.5 2.91 3.71 65.64 23.60 13.32 10.05 5.24 4.21 2.52 381.7 4.61

AC.100.50.20 100 50 10 2 3.26 4.16 67.68 13.34 13.81 8.92 4.03 4.03 1.79 390.0 5.38

AC.100.70.20 100 70 10 2 3.88 4.94 86.52 30.87 17.65 13.29 6.89 4.18 2.50 390.0 6.80

AC.150.50.12 150 50 10 1.2 2.42 3.08 105.27 9.45 14.14 7.58 2.60 5.85 1.75 328.5 4.50

AC.150.70.12 150 70 10 1.2 2.78 3.54 130.96 21.75 17.60 11.00 4.43 6.08 2.48 328.5 4.86

AC.150.70.15 150 50 10 1.5 3.49 4.44 163.42 26.96 22.00 13.74 5.51 6.07 2.46 351.7 7.12

AC.200.50.12 200 50 10 1.2 2.87 3.66 207.61 10.21 20.88 9.74 2.66 7.53 1.67 290.8 5.95

AC.200.70.12 200 70 15 1.2 3.33 4.24 262.36 26.73 26.39 14.52 5.30 7.87 2.51 290.8 6.74

AC.200.70.15 200 70 15 1.5 4.17 5.32 327.89 33.17 33.03 18.15 6.60 7.85 2.50 321.8 10.01

AC.200.70.20 200 70 15 2 5.57 7.10 435.00 43.49 43.93 24.09 8.70 7.83 2.48 352.3 15.34

AC.250.70.12 250 70 15 1.2 3.78 4.82 442.20 28.46 35.54 17.58 5.41 9.58 2.43 253.1 8.17

AC.250.50.15 250 50 15 1.5 4.29 5.46 462.92 15.49 37.25 15.49 4.02 9.21 1.68 291.8 10.85

AC.250.70.15 250 70 15 1.5 4.75 6.05 553.11 35.31 44.51 21.98 6.73 9.56 2.42 291.8 12.44

AC.250.70.18 250 70 15 1.8 5.71 7.27 662.61 41.97 53.38 26.32 8.03 9.55 2.40 317.4 16.70

‘U’ Track Properties

Section Reference Web (W) Flange

(F) Lip (L)

Gauge

(G)

Weight

(kg/m)

Area

(cm²) Ixx (cm⁴) Iyy (cm⁴)

Zxx

(cm³)

Zyy1

(cm³)

Zyy2

(cm³) Rxx (cm) Ryy (cm)

Po

(N/mm²)

Mc

(kNm)

AU.104.50.12 104 50 ~ 1.2 1.84 2.34 40.83 5.90 7.94 4.88 1.58 4.18 1.59 362.3 2.00

AU.104.70.20 104 70 ~ 2 3.69 4.71 87.79 24.44 17.21 12.32 4.97 4.32 2.28 390.0 4.83

AU.154.50.12 154 50 ~ 1.2 2.29 2.92 101.47 6.59 13.28 6.79 1.66 5.90 1.50 324.6 3.19

AU.154.70.20 154 70 ~ 2 4.46 5.69 213.77 27.64 28.12 16.83 5.25 6.13 2.20 372.0 7.81

AU.204.50.12 204 50 ~ 1.2 2.75 3.50 198.61 7.04 19.58 8.70 1.70 7.53 1.42 286.9 4.35

AU.204.70.20 204 70 ~ 2 5.23 6.67 410.82 29.90 40.67 21.34 5.43 7.85 2.12 349.7 10.97

AU.254.50.12 254 50 ~ 1.2 3.20 4.08 339.49 7.37 26.85 10.61 1.74 9.12 1.34 249.2 5.37

AU.254.70.20 254 70 ~ 2 6.00 7.65 691.19 31.58 54.85 25.86 5.56 9.51 2.03 327.4 14.23

7

ANCILLARY PRODUCTS

To compliment the range of ‘C’ studs and ‘U’ tracks, Ash & Lacy also provide ancillary products that complement the

AshWall™ system.

Deflection Head Brackets

Component Reference & Description AshWall™ System Box Quantity

DHB100 Deflection Head Bracket 100 100



Standard Angle Sections

Product Dimensions

Component Reference Description Leg (A) mm Leg (B) mm Length (L) m Gauge (G)

mm

AA.50.50.2 Angle Section 50 50 1.0 2.0

AA.100.50.2 Angle Section 100 50 1.0 2.0

AA.150.100.2 Angle Section 150 100 1.0 2.0

Flat Strap Components

Product Dimensions

Component Reference Description Width (W) mm Gauge (G)

mm

AF.100.12 Bracing Strap 100 1.2

Ancillaries

Product Dimensions

Component Reference Description Dim (A) mm Dim (B) mm Dim (C) mm Gauge (G)

mm

AZ.40.40.20 Z Section 40 40 40 2.0

8

FIXINGS BY ASHFIX™

Offering unrivalled product quality and performance, the extensive AshFix™ range of stainless steel, carbon steel, colour

headed and low profile options provide the ultimate fixing solution for light and heavy section built‐up and composite

panel applications.

Fastener lengths are available to accommodate all current construction elements and drill points are designed to

accommodate UK steel thickness to optimise hole diameter to thread engagement thus ensuring maximum performance

and holding power. Designed in partnership with an ISO 9001:2008 approved manufacturer, all fasteners are produced to

Ash & Lacy design and performance specifications, following stringent quality control procedures. To ensure complete

customer satisfaction and peace of mind all fixings undergo further testing procedures at a state‐of‐the‐art testing facility

at the company’s West Bromwich headquarters.

A highly skilled and technically knowledgeable support team is available to

discuss specific project requirements, perform site demonstrations and offer

general application advice. The AshFix™ range is available nationwide from

strategically positioned distribution centres to ensure nationwide availability

and prompt service is provided at all times.

Extensive range for all built‐up system and composite panel

applications

Full range of stainless steel, carbon steel, colour headed and low

profile options

Manufactured to our design and performance specifications to BS

EN ISO 9000: 2000

Comply with BS5427: Part 1: 1996

Stringent testing to ECCS standards

Independent and in‐house testing guarantee product quality

Cost‐effective solutions that easily meet quality and performance requirements

Meet performance requirements of Building Regulations/ Technical Standards

Extensive stock levels

QUALITY ASSURANCE & PROFESSIONAL MEMBERSHIP

Ash & Lacy products are produced to the highest quality standards. All products undergo rigorous testing procedures both

internally at Ash & Lacy's West Bromwich testing facility and externally through external organisations such as CERAM and

the BBA (British Board of Agrément) facilities. This ensures they are fit for purpose and provide the end user with an

optimum quality solution for every application.

RESEARCH & DEVELOPMENT

A continuous programme of research and development ensures that Ash& Lacy are always at the forefront to offer

technologically advanced solutions to meet the ever‐changing demands of the construction industry. As part of this

commitment to Ash & Lacy have made a considerable investment in a state‐of‐the‐art testing facility at the company's

West Bromwich headquarters. This not only ensures consistency of product performance but it can also be used as a

valuable resource to provide assistance in providing application solutions.

9

FURTHER INFORMATION

Getting further information has never been easier. There are a number of publications that Ash & Lacy offer to help guide

customers through the AshWall™ system;

AshWall™ Design Services

AshWall™ Architects Handbook

AshWall™ Installers Handbook

AshWall™ Main Contractors Handbook

AshWall™ Structural Engineers Handbook

AshWall™ Approved Installers

You can also follow us on Twitter, subscribe to our RSS feed, register for our members area of our website or even get our

iPhone & android compatible App. You can learn more about the other building systems we manufacture from our

literature section of our website;

AshZip™ AshJack™

Standing Seam Roof Systems Flat‐to‐Pitch Roof Conversion Systems

AshTech™ AshScreen™

Rainscreen Cladding Systems Perforated Sheet & Expanded Mesh Systems

AshFab™ AshGrid™

Specialist Fabrications Spacer Support Systems

AshFix™ AshFlow™

Specialist Fastener Systems Rainwater Management Systems

AshDeck™ AshTray™

Structural Decking Products Specialist Structural Decking Products

You could also contact your Technical Sales manager about our RIBA accredited CPS Seminars.

10

Ash & Lacy Building Systems

Bromford Lane

West Bromwich

West Midlands

B70 7JJ

Tel: +44 (0) 121 525 1444

Fax: +44 (0) 121 525 3444

E‐mail: [email protected]

ashwall™ - apps2.staffordshire.gov.uk

Documents