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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
CALC-505 0 TITLE Pages
CURTAIN WALL BRACKETS 69
PROJECT NAME DATE
SAMPLE PROJECT IN LONDON TITLE REVISION PAGES
CURTAIN WALL BRACKETS 2 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
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
PROJECT NAME DATE
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CURTAIN WALL BRACKETS 3 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
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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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
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
PROJECT NAME DATE
SAMPLE PROJECT IN LONDON TITLE REVISION PAGES
CURTAIN WALL BRACKETS 5 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
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
PROJECT NAME DATE
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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
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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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
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)
PROJECT NAME DATE
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CURTAIN WALL BRACKETS 8 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
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.
PROJECT NAME DATE
SAMPLE PROJECT IN LONDON TITLE REVISION PAGES
CURTAIN WALL BRACKETS 9 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
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.
PROJECT NAME DATE
SAMPLE PROJECT IN LONDON TITLE REVISION PAGES
CURTAIN WALL BRACKETS 10 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
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
PROJECT NAME DATE
SAMPLE PROJECT IN LONDON TITLE REVISION PAGES
CURTAIN WALL BRACKETS 11 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
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.
PROJECT NAME DATE
SAMPLE PROJECT IN LONDON TITLE REVISION PAGES
CURTAIN WALL BRACKETS 12 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
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)
PROJECT NAME DATE
SAMPLE PROJECT IN LONDON TITLE REVISION PAGES
CURTAIN WALL BRACKETS 13 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
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.
PROJECT NAME DATE
SAMPLE PROJECT IN LONDON TITLE REVISION PAGES
CURTAIN WALL BRACKETS 14 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
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.
PROJECT NAME DATE
SAMPLE PROJECT IN LONDON TITLE REVISION PAGES
CURTAIN WALL BRACKETS 15 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
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
PROJECT NAME DATE
SAMPLE PROJECT IN LONDON TITLE REVISION PAGES
CURTAIN WALL BRACKETS 16 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
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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CURTAIN WALL BRACKETS 60 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 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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SAMPLE PROJECT IN LONDON TITLE REVISION PAGES
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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SAMPLE PROJECT IN LONDON TITLE REVISION PAGES
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