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PROJECT ENGINEER

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DOCUMENT NO. REVISION

CALC-505 0 TITLE Pages

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Table of contents

1 Basic data ....................................................................................... 3

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

2 Brackets Overview ......................................................................... 4

2.1 Bracket Types .................................................................................. 4

2.2 Bracket Layout ................................................................................. 5

2.3 Tolerance ......................................................................................... 6

3 Bracket checks ............................................................................... 7

3.1 Brackets BR 1.0 & 1.1 ...................................................................... 7

3.2 Brackets BR 1.2 & 1.3 .................................................................... 10

3.3 Brackets BR 2.0 & 2.1 .................................................................... 12

3.4 Brackets BR 2.2 ............................................................................. 15

3.5 Brackets BR 3.0 ............................................................................. 17

3.6 Brackets BR 4.0 ............................................................................. 19

3.7 Brackets BR 4.2 ............................................................................. 32

3.8 Brackets BR 4.3 ............................................................................. 46

4 Annex ............................................................................................ 60

4.1 EWS-101 Element analysis – Factored reaction forces ................. 60

4.2 EWS-102 Element analysis – Factored reaction forces ................. 69

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1 Basic data

1.1 References

1.1.1 Norms and Standards

[1] BS EN 1993-1-1:2005, Eurocode 3 – Design of steel structures – Part 1-1: General rules and rules for buildings.

[2] BS EN 1993-1-4:2006, Eurocode 3 – Design of steel structures – Part 1-4: General rules – Supplementary rules for stainless steels.

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

[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 Project documents and drawings

[7] D262-LFL-SW-TYP-CL-F-1401: Loads and load combinations.

[8] D262-LFL-SW-TYP-CL-F-1410: Loads to buildings B & C.

[9] D262-LFL-SW-TYP-CL-F-1510: EWS-101/EWS-201 System Framing Profiles.

[10] D262-LFL-SW-TYP-CL-F-1520: EWS-110 System Framing Profiles.

[11] Performance Specification for the Installation of Curtain wall, window, door, slope glazing, GRC and aluminium rainscreen, render, balustrades, metal clad canopy and cladding systems. Rev. M, 24 October 2013.

[12] DMW-1302-CS-T02: Structural Concrete Specification. Rev C03, 23 August 2013.

1.1.3 System design Drawings

[13] D262-LFL-SW-TYP-DR-F-4110, EWS 101 / EWS 201– Vertical section / vent / spandrel

[14] D262-LFL-SW-TYP-DR-F-4210, EWS 102 – Vertical section / shadow-box / vent / vision fix

[15] D262-LFL-SW-TYP-DR-F-4211, EWS 102 – Vertical section / vision fix / inner corner

[16] D262-LFL-SW-TYP-DR-F-4253, EWS 102 – Horizontal section / corner spandrel / shadow box

[17] D262-LFL-SW-TYP-DR-F-4255, EWS 102 – Horizontal section / bullnose end cap detail

[18] D262-LFL-SW-TYP-DR-F-4410, EWS 203 – Vertical section / soffit spandrel / vision fix

[19] D262-LFL-SW-TYP-DR-F-4411, EWS 203 – Vertical section / spandrel / balustrade

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2 Brackets Overview

2.1 Bracket Types

Bracket schedule

Standard Slab edge

BR 1.0 2 × H-hook

BR 1.1 1 × H-hook

BR 1.2 1 × H-hook

BR 1.3 1 × H-hook

Low upstand

BR 2.0 2 × H-hook

BR 2.1 2 × H-hook

BR 2.2 1 × H-hook

Full-height Unitised element facade

BR 3.0 1 × T-hook

Corner combined bracket

BR 4.0 1 × H-hook 1 × T-hook

BR 4.2 2 × T-hook

BR 4.3 1 × H-hook 1 × T-hook

90

90

90

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2.2 Bracket Layout

Building B – Key Plan

CW ELEMENT BRACKET TYPES

1.0 1.0 1.0 1.0 1.2

1.1

3.0 3.0

1.1

1.2 1.01.01.2

2.1

2.0

2.2

2.22.0

4.2

1.2

2.1

2.0

2.2

2.22.0 1.3 1.1

1.1

1.0

2.0

2.02.2

2.2 2.1

1.2

4.2 4.2

2.0

2.2

2.02.2

2.1

1.2

1.0

1.3

1.1

3.0 4.0

1.0

1.1

3.0 4.3

1.0

1.1

1.1 1.01.2

2.1

2.0

2.2

2.22.01.0 1.0 1.0

1.3

4.2

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Building C – Key Plan

2.3 Tolerance

Curtain wall brackets are designed to accommodate maximum structure and cast-in channel location tolerance

in accordance with DMW M&T report [12]:

Slab and RC Upstand edges: +/-25mm in/out and +15/-25mm vertical

RC Blade column: +/-27mm in/out and +/-38mm in-plane horizontal

CW ELEMENT BRACKET TYPES

1.01.01.01.01.2

1.13.03.0

1.1

1.21.01.01.01.02.0

2.0

2.2

2.2

2.1

1.2

1.1

1.1

1.0

4.0 1.1

1.1

1.0

4.0 1.1

1.1

1.0

1.0

1.22.0 2.2 2.0

2.2

2.1

1.0

4.2 4.2

1.22.0 2.2 2.0

2.2

2.1

1.0

1.1

1.1 2.02.2

2.0

2.2

2.1

1.2

4.2

4.2

2.02.2

2.0

2.2

2.1

1.2

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3 Bracket checks

3.1 Brackets BR 1.0 & 1.1

3.1.1 Details

Vertical Section @ EWS-101 [D262-LFL-SW-TYP-DR-F-4110]

Refer to section 3.1.3 for factored forces to insert channel.

Top Insert Channel Bottom Insert Channel

125

N1,Sd/2

N1,Sd/2

V1,Sd/2

V1,Sd/2 125

0

0

V2,Sd/2

V2,Sd/2

TOP CAST-IN CHANNEL (SIZE TBC BY SPECIALIST SUPPLIER) W/ T-BOLT 2 - M16

SOFFIT CAST-IN CHANNEL (SIZE TBC BY SPECIALIST SUPPLIER) W/ T-BOLT 2 - M16

TOP PLATE BRACKET 260 × 200 × 12MM / S235

SOFFIT PLATE BRACKET 260 × 200 × 12MM / S235

Fh1

Fh2

Fv

N1,Sd

V1,Sd

R.C. slab C35/45 acc. to concrete specification [12].

V2,Sd

BR 1.0: 2 × H-HOOK BR 1.1: 1 × H-HOOK

BR 1.0: 2 × H-HOOK BR 1.1: 1 × H-HOOK

4MM (MAX) BEARING PACKERS BONDED TO STEEL PLATE (FRONT ONLY)

WASHER BETWEEN PLATE AND CAST-IN CHANNEL

NO BEARING PACKERS REQUIRED

WASHER BETWEEN PLATE AND CAST-IN CHANNEL (ONLY WHEN NECESSARY)

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3.1.2 Bracket forces Factored forces to Bracket BR 1.0 [kN]

Load Combination Typical 4.0m wide

Flat spandrel element*

Non-typical elements [refer to section 4.1]

[B-SP1] + [C-SP3]

CO201:

1.35(D) + 1.5(Wp)

Fv,Ed 1.35·10.6 = 14.3 8.67 + 6.31 = 15.0

Fh1,Ed 1.5·21 = + 31.5 9.36 + 6.18 = + 15.5

Fh2,Ed 1.5(-7.0) = - 10.5 3.13 + 2.60 = + 5.7

CO202:

1.35(D) + 1.5(Ws)

Fv,Ed 1.35·10.6 = 14.3 8.69 + 6.04 = 14.7

Fh1,Ed 1.5(-20.0) = - 30.0 -21.21 – 14.15 = - 35.4

Fh2,Ed 1.5·6.7 = + 10.0 9.29 + 5.76 = + 15.0

CO203:

1.35(D) + 0.75(Ws)

+ 1.5(L)

Fv,Ed 1.35·10.6+1.5·1.0 = 15.8 8.69 + 5.94 = 14.6

Fh1,Ed 0.75(-20.0) + 1.5(-8.2) = - 27.3 - 21.6 - 12.59 = - 34.2

Fh2,Ed 0.75(6.7) + 1.5(5.3) = + 13.0 13.6 + 7.51 = + 21.1

Note: *Refer to “Characteristic Bracket Loads” in Loads to Building D262-LFL-SW-TYP-CL-F-1410. Factored forces to Bracket BR 1.1 [kN]

Load Combination Typical 4.0m wide

Flat spandrel element*

Non-typical elements [refer to section 4.1]

[B-SP2]

CO201:

1.35(D) + 1.5(Wp)

Fv,Ed 1.35·6.6 = 8.9 4.7

Fh1,Ed 1.5·13.0 = + 19.5 - 2.0

Fh2,Ed 1.5(-4.3) = - 6.5 + 3.9

CO202:

1.35(D) + 1.5(Ws)

Fv,Ed 1.35·6.6 = 8.9 5.5

Fh1,Ed 1.5(-12.4) = - 18.6 - 13.6

Fh2,Ed 1.5·4.1 = + 6.2 + 12.0

CO203:

1.35(D) + 0.75(Ws)

+ 1.5(L)

Fv,Ed 1.35·6.6+1.5·1.0 = 10.4 6.1

Fh1,Ed 0.75(-12.4) + 1.5(-5.1) = - 17.0 - 13.6

Fh2,Ed 0.75(4.1) + 1.5(3.3) = + 8.0 + 12.7

Note: *Refer to “Characteristic Bracket Loads” in Loads to Building D262-LFL-SW-TYP-CL-F-1410.

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3.1.3 Cast-in Channel Factored forces to Insert Channel [kN]

Insert Channel

BR 1.0 BR 1.1

Global Forces Recommended Halfen Channel*

Global Forces Recommended HTA Channel*

Top of slab Pull-out, N1,Sd 15.8·80/(75-25)

= 25.28 HTA 54/33 – 350

3 anchors

11.7·80/(75-25)

= 18.7 HTA 49/30 – 300

3 anchors

Shear, V1,Sd - 35.4 - 18.6 or + 19.5

Bottom of

slab

Pull-out, N2,Sd 0 HTA 40/25 – 300

3 anchors

0 HTA 40/25 – 300

3 anchors Shear, V2,Sd - 10.5 or + 21.1 - 6.5 or + 12.7

Note: * Size to be confirmed by specialist supplier by structural calculations.

3.1.4 Bracket plate check

i. Stress check to BS EN 1993-1-1

Governing forces above are conservatively used.

Nt,Ed = 35.4 kN

MEd = 15.8·80 = 1264 kN·mm

PL 200×12mm / S235

Nt,Rd = 200·12×235/1.0 = 564.0 kN 0.04 < 1.0

Mpl,Rd = 1.2·200·122/6×235/1.0 = 1353.6 kN·mm 0.93 < 1.0

0.04 + 0.93 = 0.97 < 1.0

ii. Buckling check to BS EN 1993-1-1

Governing forces above are conservatively used.

Nc,Ed = 31.5 kN

MEd = 14.3·80 = 1144 kN·mm

PL 200×12mm / S235

λ = 0.004265·2.0(165+25)√235/12 = 2.07

φ = 0.5[1+0.49(2.07-0.2)+2.07²] = 3.10

χ = 1/[3.10+√(3.10²-2.07²)] = 0.185

Nb.Rd = 0.185·200·12×235/1.0 = 104.34 kN 0.30 < 1.0

Mpl,Rd = 1.5·200·122/6×235/1.0 = 1692.0 kN·mm 0.68 < 1.0

0.98 < 1.0

iii. Deflection

Ieff = 200·123/12 =28800 mm4

δmax = 15800·802(80+75+25)/(3·210000·28800)

= 1.00* mm < 3.0 mm

Note: * Deflections due to weight of elements are reestablished to zero after all elements in that level are installed.

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3.2 Brackets BR 1.2 & 1.3

3.2.1 Details

Vertical Section @ EWS-203 [D262-LFL-SW-TYP-DR-F-4410]

Refer to section 3.2.3 for factored forces to insert channel.

Top Insert Channel

125

TOP CAST-IN CHANNEL (SIZE TBC BY SPECIALIST SUPPLIER) W/ T-BOLT 2 - M16

Fh

Fv

NSd

VSd

NSd/2

NSd/2

VSd/2

VSd/2

R.C. slab C35/45 acc. to concrete specification [12].

/ 2

25

125

80

260

BR 1.2: WITH LEVEL BOLT BR 1.3: NO LEVEL BOLT

4MM (MAX) BEARING PACKERS BONDED TO STEEL PLATE (FRONT ONLY)

WASHER BETWEEN PLATE AND CAST-IN CHANNEL

TOP PLATE BRACKET 260 × 200 × 12MM / S235

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3.2.2 Bracket forces Factored forces to Bracket [kN]

Load Combination

Non-typical elements [refer to section 4.1]

[B-SP2] [B-SP4] [C-SP2]

CO201:

1.35(D) + 1.5(Wp)

Fv,Ed 8.0 11.9 11.6

Fh,Ed + 18.8 + 15.71 + 16.4

CO202:

1.35(D) + 1.5(Ws)

Fv,Ed 6.8 15.6 14.9

Fh,Ed - 18.4 - 15.2 - 15.8

CO203:

1.35(D) + 0.75(Ws)

+ 1.5(L)

Fv,Ed 5.8 16.4 15.7

Fh,Ed - 10.4 - 8.7 - 9.0

3.2.3 Cast-in Channel Factored forces to Insert Channel [kN]

Insert channel Global Forces Recommended Halfen Channel*

Top of slab Pull-out, NSd 16.4·80/(75-25) = 26.2 HTA 49/30 – 300

3 anchors Shear, VSd + 18.8 or - 18.4

Note: * Size to be confirmed by specialist supplier by structural calculations.

3.2.4 Bracket plate check

i. Stress check to BS EN 1993-1-1

Governing forces in section 3.2.2 are conservatively used.

NEd = 18.8 kN

MEd = 16.4·80 = 1312 kN·mm

PL 200×12mm / S235

Nb.Rd = 0.185·200·12×235/1.0 = 104.34 kN 0.18 < 1.0

Mpl,Rd = 1.5·200·122/6×235/1.0 = 1692.0 kN·mm 0.78 < 1.0

0.96 < 1.0

ii. Deflection

Ieff = 200·123/12 =28800 mm4

δmax = 16400·802(80+75+25)/(3·210000·28800)

= 1.04* mm < 3.0 mm

Note: * Deflections due to weight of elements are reestablished to zero after all elements in that level are installed.

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3.3 Brackets BR 2.0 & 2.1

3.3.1 Details

Vertical Section @ Balcony [D262-LFL-SW-TYP-DR-F-4411]

Refer to section 3.3.3 for factored forces to insert channel.

Top Insert Channel Bottom Insert Channel

125

TOP CAST-IN CHANNEL (SIZE TBC BY SPECIALIST SUPPLIER) W/ T-BOLT 2 - M16

SOFFIT CAST-IN CHANNEL (SIZE TBC BY SPECIALIST SUPPLIER) W/ T-BOLT 2 - M16

TOP PLATE BRACKET BR 2.0: 260 × 200 × 12MM / S235 BR 2.1: 260 × 300 × 12MM / S235 (BR 2.1 WITH CUT-OUT AT THE BACK TO AVOID CLASH WITH EWS-203)

SOFFIT PLATE BRACKET BR 2.0 & 2.1: 260 × 200 × 12MM / S235

Fh1

Fh2

Fv

N1,Sd

V1,Sd

N1,Sd/2

N1,Sd/2

V1,Sd/2

V1,Sd/2

R.C. slab C35/45 acc. to concrete specification [12].

V2,Sd

125

0

0

V2,Sd/2

V2,Sd/2

4MM (MAX) BEARING PACKERS BONDED TO STEEL PLATE (FRONT ONLY)

WASHER BETWEEN PLATE AND CAST-IN CHANNEL

NO BEARING PACKERS REQUIRED

WASHER BETWEEN PLATE AND CAST-IN CHANNEL (ONLY WHEN NECESSARY)

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3.3.2 Bracket forces Factored forces to Bracket [kN]

Load Combination

Non-typical elements [refer to section 4.1]

BR 2.0 BR 2.1

2 × [B-SP5] [B-SP3] + [B-SP5] [C-SP1] + [B-SP5]

CO201:

1.35(D) + 1.5(Wp)

Fv,Ed 2·5.42 = 10.8 8.26 + 5.42 = 13.7 7.36 + 5.42 = 12.8

Fh1,Ed 2·9.14 = + 18.3 2.0 + 9.14 = + 11.1 6.79 + 9.14 = + 15.9

Fh2,Ed 2(-6.95) = - 13.9 4.63 – 6.95 = - 2.3 4.13 – 6.95 = - 2.8

CO202:

1.35(D) + 1.5(Ws)

Fv,Ed 2·0.95 = 1.9 8.22 + 0.95 = 9.2 7.32 + 0.95 = 8.3

Fh1,Ed 2(-11.66) = - 23.3 -14.26 – 11.66 = - 25.9 -18.00 – 11.66 = - 29.7

Fh2,Ed 2·9.23 = + 18.5 8.14 + 9.23 = + 17.4 7.53 + 9.23 = + 16.8

CO203:

1.35(D) + 0.75(Ws)

+ 1.5(L)

Fv,Ed 2·0.94 = 1.9 8.22 + 0.94 = 9.2 7.32 + 0.94 = 8.3

Fh1,Ed 2(-11.79) = - 23.6 - 11.03 – 11.79 = - 22.8 - 12.23 – 11.79 = - 24.0

Fh2,Ed 2·11.57 = + 23.1 7.99 + 11.57 = + 19.6 6.99 + 11.57 = + 18.6

3.3.3 Cast-in Channel Factored forces to Insert Channel [kN]

Insert Channel

BR 2.0 BR 2.1

Global Forces Recommended Halfen Channel*

Global Forces Recommended HTA Channel*

Top of slab Pull-out, N1,Sd 10.8·80/(75-25)

= 17.3 HTA 49/30 – 350

3 anchors

13.7·80/(75-25)

= 21.9 HTA 54/33 – 350

3 anchors

Shear, V1,Sd - 23.6 or + 18.3 - 29.7 or + 15.9

Bottom of

slab

Pull-out, N2,Sd 0 HTA 49/30 – 300

3 anchors

0 HTA 40/25 – 300

3 anchors Shear, V2,Sd - 13.9 or + 23.1 - 2.8 or + 18.6

Note: * Size to be confirmed by specialist supplier by structural calculations.

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3.3.4 Bracket plate check

i. Stress check to BS EN 1993-1-1

Governing forces above are conservatively used.

NEd = 29.7 kN

MEd = 13.7·80 = 1096 kN·mm

PL 200×12mm / S235

Nb.Rd = 0.185·200·12×235/1.0 = 104.34 kN 0.28 < 1.0

Mpl,Rd = 1.5·200·122/6×235/1.0 = 1692.0 kN·mm 0.65 < 1.0

0.93 < 1.0

ii. Deflection

Ieff = 200·123/12 =28800 mm4

δmax = 13700·802(80+75+25)/(3·210000·28800)

= 0.87* mm < 3.0 mm

Note: * Deflections due to weight of elements are reestablished to zero after all elements in that level are installed.

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3.4 Brackets BR 2.2

3.4.1 Details

Vertical Section @ Balcony [D262-LFL-SW-TYP-DR-F-4411]

Refer to section 3.4.3 for factored forces to insert channel.

Top Insert Channel

125

TOP CAST-IN CHANNEL (SIZE TBC BY SPECIALIST SUPPLIER) W/ T-BOLT 2 - M16

TOP PLATE BRACKET 260 × 200 × 12MM / S235

Fh

Fv

NSd

VSd

NSd/2

NSd/2

VSd/2

VSd/2

R.C. slab C35/45 acc. to concrete specification [12].

4MM (MAX) BEARING PACKERS BONDED TO STEEL PLATE (FRONT ONLY)

WASHER BETWEEN PLATE AND CAST-IN CHANNEL

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3.4.2 Bracket forces Factored forces to Bracket [kN]

Load Combination

Non-typical elements [refer to section 4.1]

[B-SP5]

CO201:

1.35(D) + 1.5(Wp)

Fv,Ed 0

Fh,Ed + 12.7

CO202:

1.35(D) + 1.5(Ws)

Fv,Ed 6.6

Fh,Ed - 14.4

CO203:

1.35(D) + 0.75(Ws) + 1.5(L)

Fv,Ed 6.7

Fh,Ed - 13.2

3.4.3 Cast-in Channel Factored forces to Insert Channel [kN]

Insert Channel Global Forces Recommended Halfen Channel*

Top of slab Pull-out, NSd 6.7·80/(75-25) = 10.7 HTA 40/25 – 300

3 anchors Shear, VSd + 12.7 or - 14.4

Note: * Size to be confirmed by specialist supplier by structural calculations.

3.4.4 Bracket plate check

i. Stress check to BS EN 1993-1-1

Governing forces in section 3.2.2 are conservatively used.

Nc,Ed = 12.7 kN

MEd = 6.7·80 = 536 kN·mm

PL 200×12mm / S235

Nb.Rd = 0.185·200·12×235/1.0 = 104.34 kN 0.12 < 1.0

Mpl,Rd = 1.5·200·122/6×235/1.0 = 1692.0 kN·mm 0.32 < 1.0

0.44 < 1.0

ii. Deflection

Ieff = 200·123/12 =28800 mm4

δmax = 6700·802(80+75+25)/(3·210000·28800)

= 0.42* mm < 3.0 mm

Note: * Deflections due to weight of elements are reestablished to zero after all elements in that level are installed.

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3.5 Brackets BR 3.0

3.5.1 Details

Vertical Section @ EWS-102 [D262-LFL-SW-TYP-DR-F-4210]

Refer to section 3.5.3 for factored forces to insert channel.

Top Insert Channel

125

NSd/2

NSd/2

VSd/2

VSd/2

TOP CAST-IN CHANNEL (SIZE TBC BY SPECIALIST SUPPLIER) W/ T-BOLT 2 - M16

TOP PLATE BRACKET 260 × 200 × 12MM / S235

Fh

Fv

NSd

VSd

R.C. slab C35/45 acc. to concrete specification [12].

125

75

260

4MM (MAX) BEARING PACKERS BONDED TO STEEL PLATE (FRONT ONLY)

WASHER BETWEEN PLATE AND CAST-IN CHANNEL

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3.5.2 Bracket forces Factored forces to Bracket [kN]

Load combination

Typical element [refer to section 4.2]

[EWS-102]

CO201:

1.35(D) + 1.5(Wp)

Fv,Ed 3.0

Fh,Ed + 7.0

CO202:

1.35(D) + 1.5(Ws)

Fv,Ed 3.4

Fh,Ed - 6.7

CO203:

1.35(D) + 0.75(Ws) + 1.5(L)

Fv,Ed 3.8

Fh,Ed - 4.8

3.5.3 Cast-in Channel Factored forces to Insert Channel [kN]

Insert Channel Global Forces Recommended Halfen Channel*

Top of slab Pull-out, NSd 3.8·80/(75-25) = 6.1 HTA 40/25 – 300

3 anchors Shear, VSd + 7.0 or - 6.7

Note: * Size to be confirmed by specialist supplier by structural calculations.

3.5.4 Bracket plate check

i. Stress check to BS EN 1993-1-1

Governing forces in section 3.2.2 are conservatively used.

NEd = 7.0 kN

MEd = 3.8·80 = 304.0 kN·mm

PL 200×12mm / S235

Nb.Rd = 0.185·200·12×235/1.0 = 104.34 kN 0.07 < 1.0

Mpl,Rd = 1.5·200·122/6×235/1.0 = 1692.0 kN·mm 0.18 < 1.0

0.25 < 1.0

ii. Deflection

Ieff = 200·123/12 =28800 mm4

δmax = 3800·802(80+75+25)/(3·210000·28800)

= 0.02* mm < 3.0 mm

Note: * Deflections due to weight of elements are reestablished to zero after all elements in that level are installed.

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3.6 Brackets BR 4.0

3.6.1 Details

Top of slab bracket [D262-LFL-SW-TYP-DR-F-4253]

Bottom of slab bracket [D262-LFL-SW-TYP-DR-F-4255]

TOP CAST-IN CHANNEL (SIZE TBC BY SPECIALIST SUPPLIER) W/ T-BOLT 2 - M16 (REFER TO SECTION 3.6.5 FOR FACTORED FORCES)

TOP PLATE BRACKET 460 × 400 × 12MM / S235

BOTTOM CAST-IN CHANNEL (SIZE TBC BY SPECIALIST SUPPLIER) W/ T-BOLT 2 - M16 (REFER TO SECTION 3.6.6 FOR FACTORED FORCES)

BOTTOM PLATE BRACKET 460 × 260 × 12MM / S235

260

125

4MM (MAX) BEARING PACKERS BONDED TO STEEL PLATE (FRONT ONLY)

WASHER BETWEEN PLATE AND CAST-IN CHANNEL

WASHER BETWEEN PLATE AND CAST-IN CHANNEL (ONLY WHEN NECESSARY)

NO BEARING PACKERS REQUIRED

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3.6.2 Bracket forces Factored forces to Bracket [kN]

Load combination Typical element [refer to section 4.1 & 4.2]

[C-SP3] [EWS-102]

CO201:

1.35(D) + 1.5(Wp)

Top Bracket Fv,Ed 8.8 3.0

Fh,Ed + 8.5 / + 2.1 + 7.0

Bottom bracket Fh2,Ed + 1.5 -

CO202:

1.35(D) + 1.5(Ws)

Top Bracket Fv,Ed 8.9 3.4

Fh,Ed - 16.9 / - 2.0 - 6.7

Bottom bracket Fh2,Ed + 7.4 -

CO203:

1.35(D) + 0.75(Ws) + 1.5(L)

Top Bracket Fv,Ed 9.0 3.8

Fh,Ed - 16.1 / - 1.8 - 4.8

Bottom bracket Fh2,Ed + 10.0 -

3.6.3 Top Bracket plate check

Refer to section 3.6.5 for the calculation results of the bracket structural analysis.

i. Stress check to BS EN 1993-1-1

Max. peak stress, σEd = 280.2 N/mm²

PL 460/400×12mm / S235

σpl,Rd = min{1.5·235; 360} = 352.5 N/mm² 0.79 < 1.0

ii. Deflection

Max. δ = 1.88 mm

Limit δ = 3.0 mm 0.63 < 1.0

Note: * Deflections due to weight of elements are reestablished to zero after all elements in that level are installed.

3.6.4 Bottom Bracket plate check

Refer to section 3.6.6 for the calculation results of the bracket structural analysis.

iii. Stress check to BS EN 1993-1-1

Max. peak stress, σEd = 193.4 N/mm²

PL 200×12mm / S235

σel,Rd = 235.0 N/mm² 0.82 < 1.0

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3.6.5 Bracket BR 4.0 – Top Bracket Structural Analysis

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3.6.6 Bracket BR 4.0 – Bottom Bracket Structural Analysis

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3.7 Brackets BR 4.2

3.7.1 Details

Top of slab bracket

Bottom of slab bracket

TOP CAST-IN CHANNEL (SIZE TBC BY SPECIALIST SUPPLIER) W/ T-BOLT 2 - M16 (REFER TO SECTION 3.7.5 FOR FACTORED FORCES)

TOP PLATE BRACKET 15MM / S275

BOTTOM CAST-IN CHANNEL (SIZE TBC BY SPECIALIST SUPPLIER) W/ T-BOLT 2 - M16 (REFER TO SECTION 3.7.6 FOR FACTORED FORCES)

BOTTOM PLATE BRACKET 460 × 280 × 12MM / S275

STIFFENER PLATE 50×12MM / S235

STIFFENER PLATE 50×12MM / S235

BOLTS 3 × M10×50MM / A2-70

BOLTS: 3 × M10×50MM / A2-70

4MM (MAX) BEARING PACKERS BONDED TO STEEL PLATE (FRONT ONLY)

WASHER BETWEEN PLATE AND CAST-IN CHANNEL

WASHER BETWEEN PLATE AND CAST-IN CHANNEL (ONLY WHEN NECESSARY)

NO BEARING PACKERS REQUIRED

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3.7.2 Bracket forces Factored forces to Bracket [kN]

Load combination Typical element [refer to section 4.1]

[B-SP3] [B-SP4]

CO201:

1.35(D) + 1.5(Wp)

Top Bracket Fv,Ed 8.3 5.8

Fh,Ed + 0.1 - 0.8

Bottom bracket Fh2,Ed + 3.7 + 7.7

CO202:

1.35(D) + 1.5(Ws)

Top Bracket Fv,Ed 8.3 3.7

Fh,Ed - 13.9 - 9.9

Bottom bracket Fh2,Ed + 10.6 + 3.3

CO203:

1.35(D) + 0.75(Ws) + 1.5(L)

Top Bracket Fv,Ed 8.3 3.8

Fh,Ed - 11.8 - 7.1

Bottom bracket Fh2,Ed + 10.2 +3.9

3.7.3 Top Bracket plate check

Refer to section 3.7.5 for the calculation results of the bracket structural analysis.

i. Stress check to BS EN 1993-1-1

Max. peak stress, σEd = 319.3 N/mm²

PL15mm / S275

σpl,Rd = min{1.5·275; 430} = 412.5 N/mm² 0.77 < 1.0

ii. Deflection

Max. δ = 1.83 mm

Limit δ = 3.0 mm 0.61 < 1.0

Note: * Deflections due to weight of elements are reestablished to zero after all elements in that level are installed.

3.7.4 Bottom Bracket plate check

Refer to section 3.7.6 for the calculation results of the bracket structural analysis.

i. Stress check to BS EN 1993-1-1

Max. peak stress, σEd = 381.2 N/mm²

PL 200×12mm / S275

σpl,Rd = min{1.5·275; 430} = 412.5 N/mm² 0.92 < 1.0

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3.7.5 Bracket BR 4.2 – Top Bracket Structural Analysis

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3.7.6 Bracket BR 4.2 – Bottom Bracket Structural Analysis

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3.8 Brackets BR 4.3

3.8.1 Details

Top of slab bracket [D262-LFL-SW-TYP-DR-F-4253]

Bottom of slab bracket [D262-LFL-SW-TYP-DR-F-4255]

TOP CAST-IN CHANNEL (SIZE TBC BY SPECIALIST SUPPLIER) W/ T-BOLT 2 - M16 (REFER TO SECTION 3.8.5 FOR FACTORED FORCES)

TOP PLATE BRACKET 520MM-260/220×12MM / S235

BOTTOM CAST-IN CHANNEL (SIZE TBC BY SPECIALIST SUPPLIER) W/ T-BOLT 2 - M16 (REFER TO SECTION 3.8.6 FOR FACTORED FORCES)

BOTTOM PLATE BRACKET 520MM-260/220×12MM / S235

260

4MM (MAX) BEARING PACKERS BONDED TO STEEL PLATE (FRONT ONLY)

WASHER BETWEEN PLATE AND CAST-IN CHANNEL

WASHER BETWEEN PLATE AND CAST-IN CHANNEL (ONLY WHEN NECESSARY)

NO BEARING PACKERS REQUIRED

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3.8.2 Bracket forces Factored forces to Bracket [kN]

Load combination Typical element [refer to section 4.1 & 4.2]

[C-SP3] [EWS-102]

CO201:

1.35(D) + 1.5(Wp)

Top Bracket Fv,Ed 8.8 3.0

Fh,Ed + 8.5 / + 2.1 + 7.0

Bottom bracket Fh2,Ed + 1.5 -

CO202:

1.35(D) + 1.5(Ws)

Top Bracket Fv,Ed 8.9 3.4

Fh,Ed - 16.9 / - 2.0 - 6.7

Bottom bracket Fh2,Ed + 7.4 -

CO203:

1.35(D) + 0.75(Ws) + 1.5(L)

Top Bracket Fv,Ed 9.0 3.8

Fh,Ed - 16.1 / - 1.8 - 4.8

Bottom bracket Fh2,Ed + 10.0 -

3.8.3 Top Bracket plate check

Refer to section 3.8.5 for the calculation results of the bracket structural analysis.

i. Stress check to BS EN 1993-1-1

Max. peak stress, σEd = 223.9 N/mm²

520mm - PL260/240×15mm / S235

σpl,Rd = min{1.5·235; 360} = 352.5 N/mm² 0.64 < 1.0

ii. Deflection

Max. δ = 1.05 mm

Limit δ = 3.0 mm 0.35 < 1.0

Note: * Deflections due to weight of elements are reestablished to zero after all elements in that level are installed.

3.8.4 Bottom Bracket plate check

Refer to section 3.8.6 for the calculation results of the bracket structural analysis.

i. Stress check to BS EN 1993-1-1

Max. peak stress, σEd = 73.6 N/mm²

520mm - PL260/240×12mm / S235

σel,Rd = 235.0 N/mm² 0.31 < 1.0

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3.8.5 Bracket BR 4.3 – Top Bracket Structural Analysis

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3.8.6 Bracket BR 4.3 – Bottom Bracket Structural Analysis

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4 Annex

4.1 EWS-101 Element analysis – Factored reaction forces

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CURTAIN WALL BRACKETS 61 of 69

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

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CURTAIN WALL BRACKETS 62 of 69

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

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CURTAIN WALL BRACKETS 63 of 69

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

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CURTAIN WALL BRACKETS 64 of 69

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

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CURTAIN WALL BRACKETS 65 of 69

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

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CURTAIN WALL BRACKETS 66 of 69

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

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CURTAIN WALL BRACKETS 67 of 69

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

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CURTAIN WALL BRACKETS 68 of 69

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

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CURTAIN WALL BRACKETS 69 of 69

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

4.2 EWS-102 Element analysis – Factored reaction forces