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OCUMENT . R STR-CALC-253 0l ettenweg 118, 4123 allschwil, switzerland tel.: +41 (0)61 501 8210 / +41...
Transcript of 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
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DOCUMENT NO. REVISION
STR-CALC-253 0 TITLE Pages
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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
Point load, QIh,k = 0.5 kN - applied on square of 100mm side
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.
Point load, QIh,k = 0.5 kN - applied on square of 100mm side
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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Outstand O2, η = 1.0:
b/t = 31.5/2.0 = 15.8
local buckling factor, ρc = 0.67
effective thickness, te = 0.67·2.0 = 1.3 mm
2.2.3 Split mullion, M2 & M2-cut
Outstand O1, η = 1.0:
b/t = 29.0/3.0 = 9.7
local buckling factor, ρc = 0.92
effective thickness, te = 0.92·3.0 = 2.8 mm
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]
Outstand O2, η = 1.0:
b/t = 42.0/3.0 = 14.0
local buckling factor, ρc = 0.73
effective thickness, te = 0.73·3.0 = 2.2 mm
Outstand O3, η = 1.0:
b/t = 48/2.5 = 19.2
local buckling factor, ρc = 0.58
effective thickness, te = 0.58·2.5 = 1.4 mm
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
Refer to Scia [13] structural analysis results in the following page (section 3.2.3).
3.2.1 Deflection check to CWCT 2.3.2 & 3.5.2
i Frontal deflection
Frontal, δmax = 4.8 mm
Frontal, δallow = 3650/300 + 5 = 17.17 mm 0.28 < 1.0
ii In-plane deflection
Local, δmax = 0.6 mm
In-plane, δallow = min{915/500; 3} = 1.8 mm 0.33 < 1.0
3.2.2 Stress check to BS EN 1999-1-1
Maximum calculated Von Mises (or equivalent) stress in the members,
σmax = √(σ²normal + 3τ²shear) = 82.6 N/mm2
EN AW-6060 T6
σel,Rd = 1.0·140/1.1 = 127.27 N/mm2 0.65 < 1.0
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3.2.3 Structural analysis
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4 Curtain Wall Element with Free-standing Balustrade
4.1 Element with balustrade - EP1.11b
Refer to Scia [13] structural analysis results in the following page (section 4.1.3).
4.1.1 Deflection check to CWCT 2.3.2 & 3.5.2
i Frontal deflection
Frontal, δmax = 4.8 mm
Frontal, δallow = 3650/300 + 5 = 17.17 mm 0.28 < 1.0
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
Local, δmax = 0.6 mm
In-plane, δallow = min{915/500; 3} = 1.8 mm 0.33 < 1.0
4.1.2 Stress check to BS EN 1999-1-1
Maximum calculated Von Mises (or equivalent) stress in the members,
σmax = √(σ²normal + 3τ²shear) = 51.3 N/mm2
EN AW-6060 T6
σel,Rd = 1.0·140/1.1 = 127.27 N/mm2 0.40 < 1.0
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4.1.3 Structural analysis
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4.2 Element with balustrade - EP1.12b
Refer to Scia [13] structural analysis results in the following page (section 4.2.3).
4.2.1 Deflection check to CWCT 2.3.2 & 3.5.2
i Frontal deflection
Frontal, δmax = 4.7 mm
Frontal, δallow = 3650/300 + 5 = 17.17 mm 0.27 < 1.0
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
Local, δmax = 0.7 mm
In-plane, δallow = min{915/500; 3} = 1.8 mm 0.39 < 1.0
4.2.2 Stress check to BS EN 1999-1-1
Maximum calculated Von Mises (or equivalent) stress in the members,
σmax = √(σ²normal + 3τ²shear) = 39.1 N/mm2
EN AW-6060 T6
σel,Rd = 1.0·140/1.1 = 127.27 N/mm2 0.31 < 1.0
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4.2.3 Structural analysis
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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
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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
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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