ocument . r str-calc-253 0l ettenweg 118, 4123 allschwil, switzerland tel.: +41 (0)61 501 8210 / +41...

LETTENWEG 118, 4123 ALLSCHWIL, SWITZERLAND TEL.: +41 (0)61 501 8210 / +41 (0)79 508 1651 REGISTERED IN SWITZERLAND │VAT REGISTRATION CHE-437.605.665

PROJECT ENGINEER

SAMPLE PROJECT IN LONDON

DOCUMENT NO. REVISION

STR-CALC-253 0 TITLE Pages

UNITISED CURTAIN WALL 65

PROJECT NAME DATE

SAMPLE PROJECT IN LONDON TITLE REVISION PAGES

UNITISED CURTAIN WALL 2 of 65


Contents

1 Basic Data ....................................................................................... 3

1.1 References ....................................................................................... 3

1.2 Materials .......................................................................................... 3

1.3 Loads ............................................................................................... 4

1.4 Deflection limits ................................................................................ 4

2 Wall system .................................................................................... 5

2.1 Typical curtain wall elements ........................................................... 5

2.2 System profiles ................................................................................ 6

3 Typical Curtain Wall Element ...................................................... 10

3.1 Typical Element - EP1.12 ............................................................... 10

3.2 Typical Element - EP1.12a ............................................................. 22

4 Curtain Wall Element with Free-standing Balustrade ............... 34

4.1 Element with balustrade - EP1.11b ................................................ 34

4.2 Element with balustrade - EP1.12b ................................................ 46

5 Miscellaneous checks ................................................................. 58

5.1 Structural Silicone (SSG) ............................................................... 58

5.2 Glass support ................................................................................. 58

5.3 Vertical fin fixing ............................................................................. 59

5.4 Horizontal fin fixing ......................................................................... 63

5.5 Horizontal fin adjustments .............................................................. 64

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1 Basic Data

1.1 References

1.1.1 Norms and Standards

[1] BS EN 1990:2002, Eurocode – Basis of structural design.

[2] BS EN 1999-1-1:2007, Eurocode 9 – Design of aluminium structures – Part 1-1: General structural rules.

[3] BS EN 14024:2004, Metal profiles with thermal barrier – Mechanical performance – Requirements, proof and tests for assessment.

[4] CWCT-2:2005, Standard for systemised building envelopes, Part 2: Loads, fixing and movement.

[5] CWCT-3:2005, Standard for systemised building envelopes, Part 3: Air, water and wind resistance.

[6] CWCT TU14, Technical update on Load combinations.

1.1.2 Document Reference

[7] T-LS14/410868FE1401-0: Loads and load combinations.

[8] Performance Specification. 24.10.2014.

[9] Façade Maintenance Access Report. October 2014

1.1.3 System Drawing Reference

[10] TE-01.1, Typical Unitised Bay / Panel Type 1 & 2 - Partial elevation

[11] TD-110, Typical Unitised Bay / Panel Type 1 & 2 - Horizontal section

[12] TD-111, Typical Unitised Bay / Panel Type 1 & 2 - Vertical section

1.1.4 Structural Analysis Software

[13] Nemetschek. SCIA Engineer v.14.0. Structural Analysis & Design Software for Construction and Engineering.

1.2 Materials

Minimum properties of materials used unless stated otherwise.

Part Grade Modulus of

elasticity E [N/mm2]

Yield or 0.2% proof strength, fo

[N/mm2]

Tensile strength fu [N/mm2]

Aluminium: γM0,M1 = 1.1; γM2 = 1.25

Architectural profiles EN AW-6060 T6 70 000 ≥ 140 ≥ 170

Structural profiles EN AW-6005A T6 70 000 ≥ 215 ≥ 250

Architectural sheets EN AW-5005 H14/H24 70 000 ≥ 110 ≥ 145

Structural plates & sheets EN AW-5754 H14 70 000 ≥ 190 ≥ 240

Steel: γM0,M1 = 1.0; γM2 = 1.1

General S235 210 000 235 360

Stainless steel: γM0,M1 = 1.1; γM2 = 1.25

General 1.4301 200 000 210 520

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1.3 Loads

Loads are generally in accordance with load report [7].

1.3.1 Dead Load (D)

Selfweight of the framing profiles are generated by the software Scia.

Vision = 0.50 kN/m2 - DGU: 10/AS/10 (maximum thickness)

Spandrel infill = 0.40 kN/m2 - includes metal sheets, insulation, etc.

1.3.2 Wind Load (W)

Net pressure, wp,k = + 1.3 kN/m ²

Net suction, ws,k = - 1.8 kN/m ²

1.3.3 Imposed/live load (L)

i Vertical load to internal ledges and horizontal members/surfaces

Point load, QIv,k = 1.0 kN - Vertical load to internal ledges and horiz. members/surfaces

Uniform line load, wIv,k = 0.6 kN/m - Vertical load to internal ledges and horiz. members/surfaces

ii Barrier horizontal loads for external balcony and ground floor curtain walls

Line load, qIh,k = 1.5 kN/m - applied at a height of 1.1m above FFL

Point load, QIh,k = 1.5 kN - applied on square of 100mm side

Infill load, wIh,k = 1.5 kN/m² - applied within the height of 1.1m above FFL

iii Barrier horizontal loads for internal balcony and upper floor curtain walls

Line load, qIh,k = 0.74 kN/m - applied at a height of 1.1m above FFL


Infill load, wIh,k = 1.0 kN/m² - applied within the height of 1.1m above FFL

iv Maintenance

Horizontal load to any component of the cladding acc. to CWCT cl. 2.3.3.


Vertical load to external fins,

Point load, QIv,k = 1.1 kN - applied on square of 100mm sides

1.4 Deflection limits

Deflection limits in accordance with CWCT [4][5].

Deflection mode Allowable deflection δallow [mm]

Reference

Frontal H ≤ 3000 H/200 or 15 mm CWCT 3.5.2.2 & EN 13830

3000 < H < 7500 H/300 + 5 CWCT 3.5.2.2

H ≥ 7500 H/250 CWCT 3.5.2.2 & BS 8118

Local Supporting single glass L/125 CWCT 3.5.2.4

Supporting insulated glass L/175 or 15 mm CWCT 3.5.2.5

In-plane - L/500 or 3mm CWCT 2.3.2.2 & EN 13830

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2 Wall system

2.1 Typical curtain wall elements

Curtain Wall Elements with Free-standing Balustrade [TE-01.5]

EP1.13

EP1.11b EP1.12b EP1.12b

EP1.14

EP1.11b

External Balcony External Balcony

Internal Balcony Glazed Curtain Wall

EP1.14

EP1.13 EP1.14 EP1.11b EP1.12b

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2.2 System profiles

2.2.1 Classification of cross-section

Effective section properties are calculated considering local buckling factors for class 4 cross-section parts acc. to the requirements of BS EN 1999-1-1.

2.2.2 Split mullion, M1 & M1-cut

Outstand O1, η = 1.0:

b/t = 28.5/2.0 = 14.2

local buckling factor, ρc = 0.73

effective thickness, te = 0.73·2.0 = 1.4 mm

O1

O2

O1

O2

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b/t = 31.5/2.0 = 15.8



2.2.3 Split mullion, M2 & M2-cut


b/t = 29.0/3.0 = 9.7



2.2.4 Reinforced mullions, M1+Reinf & M2+Reinf

O1 O1

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2.2.5 Split-transom members, T1 & T2 [TD-151]


b/t = 42.0/3.0 = 14.0




b/t = 48/2.5 = 19.2



2.2.6 Intermediate transom, T3

O2

O3

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2.2.7 Reinforced transom, T3+Reinf

2.2.8 Intermediate transom, T4 & T4-cut

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3 Typical Curtain Wall Element

3.1 Typical Element - EP1.12

Refer to Scia [13] structural analysis results in the following page (section 3.1.3).

3.1.1 Deflection check to CWCT 2.3.2 & 3.5.2

i Frontal deflection

Frontal, δmax = 5.2 mm

Frontal, δallow = 3650/300 + 5 = 17.17 mm 0.30 < 1.0

ii In-plane deflection

Local, δmax = 0.5 mm

In-plane, δallow = min{915/500; 3} = 1.8 mm 0.28 < 1.0

3.1.2 Stress check to BS EN 1999-1-1

Maximum calculated Von Mises (or equivalent) stress in the members,

σmax = √(σ²normal + 3τ²shear) = 87.2 N/mm2

EN AW-6060 T6

σel,Rd = 1.0·140/1.1 = 127.27 N/mm2 0.68 < 1.0

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3.1.3 Structural analysis

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3.2 Typical Element - EP1.12a






ii In-plane deflection






EN AW-6060 T6

σel,Rd = 1.0·140/1.1 = 127.27 N/mm2 0.65 < 1.0

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4 Curtain Wall Element with Free-standing Balustrade

4.1 Element with balustrade - EP1.11b






ii Balustrade deflection to BS 6180:2011 clause 6.4.1

δmax = 20.9 mm

δallow = min{1460/65; 25} = 22.46 mm 0.93 < 1.0

iii In-plane deflection






EN AW-6060 T6

σel,Rd = 1.0·140/1.1 = 127.27 N/mm2 0.40 < 1.0

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4.2 Element with balustrade - EP1.12b






ii Balustrade deflection to BS 6180:2011 clause 6.4.1

δmax = 19.9 mm

δallow = min{1460/65; 25} = 22.46 mm 0.89 < 1.0

iii In-plane deflection






EN AW-6060 T6

σel,Rd = 1.0·140/1.1 = 127.27 N/mm2 0.31 < 1.0

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5 Miscellaneous checks

5.1 Structural Silicone (SSG)

Considering typical DGU pane 0.95m × 3.23m.

SSG detail [TD-110]

5.1.1 Static load check to ETAG 002-1

8mm × 17mm / Sika SG 500 or DC 993

Min. shear Modulus, G0 = 0.35 N/mm²

Allowable strain, εdes = 12.5 %

Design short-term tension, σdes = 0.14 N/mm²

Design long-term tension, σ∞ = 0.014 N/mm²

Design short-term shear, τdes = 0.105 N/mm²

i. Glueline thickness

S = √(0.95²+4·3.23²)/2 = 3.26 m

Δs = [(55-20)24×10-6- (80-20)9×10-6]3260

= 0.98 mm

e = min{0.98·0.35/0.105; 0.98/√(2·0.125+0.125²); 6.0}

≥ 6.0 mm

ii. Structural bite

With glass mechanical support. Consider additional 2mm to include fabrication tolerance.

hc = 1.8·0.95/(2·0.14) + 2.0 = 8.1 mm 0.48 < 1.0

5.2 Glass support

Glass block/chair detail [TD-111]

i Forces

Outer lite, Pg1 = 0.25·0.95·3.22/2 = 0.38 kN

Inner lite, Pg2 = 0.25·0.95·3.22/2 = 0.38 kN

ii Stress check to BS EN 1999-1-1

MEd = 1.35·0.38(38 + 14) = 26.68 N·m

100mm – Profile 00070307/ EN AW-6005A T6

Mpl,Rd = 1.2·100·4.5²/6·200/1.1 = 73.64 N·m 0.36 < 1.0

GLASS SUPPORT:L = 100 MM

PROFILE 00070307/ EN AW-6005A T6

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5.3 Vertical fin fixing

5.3.1 Fixing @ Vision area

LOWER PLATE BRACKET (WL ONLY): 120MM - 192×8MM / 1.4301

2 – M10×25MM / A2-70

1 × ISO 4026 - M5 / A2-70 V. SLOT Ø5.5×10MM IN PLATE BRACKET

TOP PLATE BRACKET (DL+WL): 300MM - 192×8MM / 1.4301

4 – M10×25MM / A2-70

1 × ISO 4026 - M5 / A2-70 Ø5.5 HOLE IN PLATE BRACKET

SWORD:550MM – PR_00070308 / EN AW-6005A T6

LATERAL SHEAR PIN :Min. WX = 0.25 cm³ / A2

SWORD PROFILE :120MM – PR_00070308 / EN AW-6005A T6

FIN BRACKET DETAIL @ VISION AREA [TD-110, TD-111]

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5.3.2 Fixing @ Spandrel area

4 – M6 / A2-70 WITH S.S. BLIND NUT

1 × ISO 4026 - M5 / A2-70 V. SLOT Ø5.5×10MM IN EXTRUSION BRACKET

UPPER BRACKET (DL+WL): 300MM – EXTRUSION / EN AW-6005A T6

8 – M6 / A2-70 WITH S.S. BLIND NUT

1 × ISO 4026 - M5 / A2-70 Ø5.5 HOLE IN EXTRUSION BRACKET

LATERAL SHEAR PIN :Min. WX = 0.25 cm³ / A2

LOWER BRACKET (WL ONLY): 120MM – EXTRUSION / EN AW-6005A T6

HIGH DENSITY THERMAL ISOLATOR120/300MM – 30×10MM (MAX THICKNESS)

FIN BRACKET DETAIL @ SPANDREL AREA [TD-110, TD-111]

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5.3.3 Forces

VD,k = 0.1·3.65 = 0.37 kN

VL,k = 1.1 kN

HW,k = 1.8·0.24·3.65 = 1.58 kN

HLk = 0.5 kN

5.3.4 Fixing @ Vision area

i Upper bracket plate check to BS EN 1993-1-4

Vz,Ed = 1.35·0.37 = 0.50 kN

Vy,Ed = 1.5·1.58 = 2.37 kN

My,Ed = 0.50(7.5 + 103) = 55.25 kN·mm

Mz,Ed = 2.37(235/2 + 103) = 522.58 kN·mm

300mm - 192×8mm / 1.4301

My,pl,Rd = 1.2·300²·8/6·210/1.1 = 2749.09 kN·mm 0.02 < 1.0

Mz,pl,Rd = 1.2(300-4·10)8²/6·210/1.1 = 635.34 kN·mm 0.82 < 1.0

0.84 < 1.0

ii Upper bracket fixing screw check to BS EN 1993-1-8

Fvy,Ed = 0.50/4 = 0.13 kN

Fvx,Ed = 0.50(10+103)240/(240²+80²)

= 0.21 kN

Fv,Ed = √(0.13²+0.21²) = 0.25 kN

Ft,Ed = 522.58/(⅔·30)/4 = 6.53 kN

4 – M10 / A2-70

Fv,Rd = 0.5·57.99·700/1.25 = 16.24 kN 0.02 < 1.0

Ft,Rd = 0.63·57.99·700/1.25 = 20.46 kN 0.32 < 1.0

Fo,Rd = 10/(1.5√3)·33.37·200/1.875 = 13.7 kN 0.48 < 1.0

iii Lower bracket plate check to BS EN 1993-1-4

Vy,Ed = 1.5·0.5 = 0.75 kN

Mz,Ed = 0.75(235 – 100/2 + 103) = 216.0 kN·mm

120mm - 192×8mm / 1.4301

Mz,pl,Rd = 1.2(120-2·10)8²/6·210/1.1 = 244.36 kN·mm 0.88 < 1.0

iv Lower bracket fixing screw check to BS EN 1993-1-8

Ft,Ed = 216/(⅔·30)/2 = 5.4 kN

4 – M10 / A2-70

Ft,Rd = 0.63·57.99·700/1.25 = 20.46 kN 0.26 < 1.0

Fo,Rd = 10/(1.5√3)·33.37·200/1.875 = 13.7 kN 0.39 < 1.0

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5.3.5 Fixing @ Spandrel area

i Upper bracket extrusion check to BS EN 1999-1-1

Vz,Ed = 1.35·0.37 + 1.5·1.1 = 2.15 kN

Vy,Ed = 1.5·0.5 = 0.75 kN

TEd = 2.15(17.5 + 11 + 5/2) = 66.65 kN·mm

My,Ed = 0.75(235/2 + 21 + 5/2) = 105.75 kN·mm

300mm - U110/205×5mm / EN AW-6005A T6

(It/c) = 300²·5²/(3·300+1.8·5) = 2.47 cm³

TRd = 2.47/√3·200/1.1 = 259.28 kN·mm 0.26 < 1.0

My,pl,Rd = 1.2·300·5²/6·200/1.1 = 272.73 kN·mm 0.39 < 1.0

ii Upper bracket fixing screw check to BS EN 1993-1-8

Fvy,Ed = 2.15/8 = 0.27 kN

Fvx,Ed = 2.15(10+103)260/(260²+180²)/2 + 522.58·/205/4

= 0.95 kN

Fv,Ed = √(0.27²+0.95²) = 0.99 kN

8 – M6 / A2-70

βp = 9·6/(8·6+3·18) = 0.53

Fv,Rd = 0.53·0.5·20.12·700/1.25 = 2.98 kN 0.33 < 1.0

αb = 12.5/(3·7) = 0.60

Fb,Rd = 0.6·1.5·6(2.5-1.5/2)170/1.25 = 1.28 kN 0.77 < 1.0

5.3.6 Locking pins

i Vertical shear pin check

Double shear,

Fv,Ed = 2.15/2 = 1.08 kN

1 – ISO 4026 M5 / A2-70

Fv,Rd = 0.5·14.18·700/1.25 = 3.97 kN 0.27 < 1.0

Fb,Rd = 1.5·5·2.0·170/1.25 = 2.04 kN 0.53 < 1.0

ii Lateral shear pin check

Fv,Ed = 1.5·1.58/2 = 1.18 kN

MEd = 1.18(26+15) = 48.38 kN·mm

Wel ≥ 48.38/(210/1.1) = 0.25 cm³

Provide: Pin with elastic modulus, Wx = 0.25 cm³ (minimum) / A2 or 1.4301

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5.4 Horizontal fin fixing

Detail [TD-111]

5.4.1 Forces

VD,k = 0.1·1.5 = 0.15 kN

Downforce, VL,k = +1.1 kN

Uplift, VL,k = -0.5 kN

wnet = +/- 1.8 kN/m²

5.4.2 Plate bracket check to BS EN 1993-1-4

Vy,Ed = 1.35·0.15/2 + 1.5·1.1 = 1.75 kN

Mz,Ed = 1.75(235 – 100/2 + 50.8 + 51.9/3)

= 442.92 kN·mm

220mm - 192×8mm / 1.4301

Mz,pl,Rd = 1.2·220·8²/6·210/1.1 = 537.60 kN·mm 0.82 < 1.0

5.4.3 Screw fixing check to BS EN 1993-1-8

i Downforce: 1.35(D) + 1.5(L)

Ft,Ed = 442.92/(⅔·51.9)/2 = 6.4 kN <- governs!

ii Uplift: 1.0(D) + 1.5(W)

Vd = (-1.0·0.15 + 1.5·1.8·0.235·1.5)/2 = 0.40 kN

Ft,Ed = 0.40(235/2 + 50.8 + 51.9 + 20)/20/2

= 2.40 kN

iii Uplift: 1.0(D) + 1.5(L)

Vd = -1.0·0.15/2 + 1.5·0.5 = 0.68 kN

Ft,Ed = 0.68(235 -100/2 + 50.8 + 51.9 + 20)/20/2

= 5.23 kN

4 – M10 / A2-70

Ft,Rd = 0.9·57.99·700/1.25 = 29.23 kN 0.22 < 1.0

Fo,Rd = 15/(1.5√3)·33.37·160/1.875 = 16.44 kN 0.39 < 1.0

2 – M10×30MM / A2-70

220MM – 192×8MM / 1.4301

PRESSING PLATE: THE SAME ONE USED FOR T-HOOK 220MM – 50×15MM / EN AW-5754 H24/34

1 × ISO 4026 - M5 / A2-70 Ø5.5 HOLE IN PLATE BRACKET (THIS SIDE) Ø5.5×10MM SLOT.HOLE IN PLATE (OTHER SIDE)

FIXING BRACKET : 2 NOS. EACH HORIZ. FIN

PROJECT NAME DATE




5.5 Horizontal fin adjustments

5.5.1 Upper adjustment screws

Imposed load, Vk = 1.1 kN

i Screw check to BS EN 1999-1-1 and AAMA TIR-A9

Ft,Ed = 2·1.5·1.1(77.5/50)/2 = 2.56 kN

2 × M5 / A2-70

Ft,Rd = 0.9·14.18·700/1.25 = 7.15 kN 0.36 < 1.0

Fo,Ed = 8/(0.8√32)12.57·520/1.5/1.25

= 20.13 kN 0.13 < 1.0

ii Fin profile check

M1,Ed = 2.56·25(240-25)/240 = 57.33 kN·mm - Moment @ rigid end supports

M1a,Ed = 2.56·25²/240 = 6.67 kN·mm - Moment @ point of load

Profile 1 & 1a / EN AW-6060 T6

M1,pl,Rd = 1.2·0.43·140/1.1 = 65.67 kN·mm 0.87 < 1.0

M1a,el,Rd = 0.10·140/1.1 = 12.73 kN·mm 0.52 < 1.0

50

2·Vk

50 77.5 7.5

Ft Ft

PROJECT NAME DATE




5.5.2 Lower adjustment screw

Wind load, wk = 1.8 kN·m²

Imposed load, Vk = 0.5 kN

i Screw check to BS EN 1999-1-1 and AAMA TIR-A9

Ft1,Ed = 1.5·1.8·1.5·0.235²/4/0.05 = 1.11 kN

Ft2,Ed = 1.5·0.5(77.5/50) = 1.16 kN

2 × M5 / A2-70

Ft,Rd = 0.9·14.18·700/1.25 = 7.15 kN 0.16 < 1.0

Fo,Ed = 8/(0.8√32)12.57·520/1.5/1.25

= 20.13 kN 0.06 < 1.0

ii Fin profile check

M2,Ed = 1.16·240/8 = 34.8 kN·mm - Moment @ rigid end supports

M2a,Ed = 1.16·240/8 = 34.8 kN·mm - Moment @ point of load

Profile 2 & 2a / EN AW-6060 T6

M2,el,Rd = 1.41·140/1.1 = 179.45 kN·mm 0.19 < 1.0

M2a,el,Rd = 0.36·140/1.1 = 45.82 kN·mm 0.76 < 1.0

50

Vk

50 77.5 7.5

Ft

ocument . r str-calc-253 0l ettenweg 118, 4123 allschwil, switzerland tel.: +41 (0)61 501 8210 / +41...

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