PROJECT ENGINEER DOCUMENT NO. STR-CALC-253 0 REVISION TITLE Pages UNITISED CURTAIN WALL 65
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
UNITISED CURTAIN WALL 3 of 65 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 Aluminium: γ M0,M1 = 1.1; γ M2 = 1.25 Modulus of elasticity E [N/mm 2 ] Yield or 0.2% proof strength, f o [N/mm 2 ] Tensile strength f u [N/mm 2 ] 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: γ M0,M1 = 1.0; γ M2 = 1.1 General S235 210 000 235 360 Stainless steel: γ M0,M1 = 1.1; γ M2 = 1.25 General 1.4301 200 000 210 520
UNITISED CURTAIN WALL 4 of 65 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/m 2 - DGU: 10/AS/10 (maximum thickness) Spandrel infill = 0.40 kn/m 2 - includes metal sheets, insulation, etc. 1.3.2 Wind Load (W) Net pressure, w p,k = + 1.3 kn/m ² Net suction, w s,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, Q Iv,k = 1.0 kn - Vertical load to internal ledges and horiz. members/surfaces Uniform line load, w Iv,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, q Ih,k = 1.5 kn/m - applied at a height of 1.1m above FFL Point load, Q Ih,k = 1.5 kn - applied on square of 100mm side Infill load, w Ih,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, q Ih,k = 0.74 kn/m - applied at a height of 1.1m above FFL Point load, Q Ih,k = 0.5 kn - applied on square of 100mm side Infill load, w Ih,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, Q Ih,k = 0.5 kn - applied on square of 100mm side Vertical load to external fins, Point load, Q Iv,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 δ allow [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
UNITISED CURTAIN WALL 5 of 65 2 Wall system 2.1 Typical curtain wall elements Curtain Wall Elements with Free-standing Balustrade [TE-01.5] External Balcony External Balcony EP1.14 EP1.13 EP1.14 EP1.12b EP1.11b EP1.12b EP1.11b Glazed Curtain Wall Internal Balcony EP1.11b EP1.12b EP1.13 EP1.14
UNITISED CURTAIN WALL 6 of 65 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 O1 O1 O2 O2 Outstand O1, η = 1.0: b/t = 28.5/2.0 = 14.2 local buckling factor, ρ c = 0.73 effective thickness, t e = 0.73 2.0 = 1.4 mm
UNITISED CURTAIN WALL 7 of 65 Outstand O2, η = 1.0: b/t = 31.5/2.0 = 15.8 local buckling factor, ρ c = 0.67 effective thickness, t e = 0.67 2.0 = 1.3 mm 2.2.3 Split mullion, M2 & M2-cut O1 O1 Outstand O1, η = 1.0: b/t = 29.0/3.0 = 9.7 local buckling factor, ρ c = 0.92 effective thickness, t e = 0.92 3.0 = 2.8 mm 2.2.4 Reinforced mullions, M1+Reinf & M2+Reinf
UNITISED CURTAIN WALL 8 of 65 2.2.5 Split-transom members, T1 & T2 [TD-151] O2 O3 Outstand O2, η = 1.0: b/t = 42.0/3.0 = 14.0 local buckling factor, ρ c = 0.73 effective thickness, t e = 0.73 3.0 = 2.2 mm Outstand O3, η = 1.0: b/t = 48/2.5 = 19.2 local buckling factor, ρ c = 0.58 effective thickness, t e = 0.58 2.5 = 1.4 mm 2.2.6 Intermediate transom, T3
UNITISED CURTAIN WALL 9 of 65 2.2.7 Reinforced transom, T3+Reinf 2.2.8 Intermediate transom, T4 & T4-cut
UNITISED CURTAIN WALL 10 of 65 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, δ max = 5.2 mm Frontal, δ allow = 3650/300 + 5 = 17.17 mm 0.30 < 1.0 ii In-plane deflection Local, δ max = 0.5 mm In-plane, δ allow = 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, σ max = (σ² normal + 3τ² shear) = 87.2 N/mm 2 EN AW-6060 T6 σ el,rd = 1.0 140/1.1 = 127.27 N/mm 2 0.68 < 1.0
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UNITISED CURTAIN WALL 22 of 65 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, δ max = 4.8 mm Frontal, δ allow = 3650/300 + 5 = 17.17 mm 0.28 < 1.0 ii In-plane deflection Local, δ max = 0.6 mm In-plane, δ allow = 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, σ max = (σ² normal + 3τ² shear) = 82.6 N/mm 2 EN AW-6060 T6 σ el,rd = 1.0 140/1.1 = 127.27 N/mm 2 0.65 < 1.0
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UNITISED CURTAIN WALL 34 of 65 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, δ max = 4.8 mm Frontal, δ allow = 3650/300 + 5 = 17.17 mm 0.28 < 1.0 ii Balustrade deflection to BS 6180:2011 clause 6.4.1 δ max = 20.9 mm δ allow = min{1460/65; 25} = 22.46 mm 0.93 < 1.0 iii In-plane deflection Local, δ max = 0.6 mm In-plane, δ allow = 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, σ max = (σ² normal + 3τ² shear) = 51.3 N/mm 2 EN AW-6060 T6 σ el,rd = 1.0 140/1.1 = 127.27 N/mm 2 0.40 < 1.0
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UNITISED CURTAIN WALL 46 of 65 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, δ max = 4.7 mm Frontal, δ allow = 3650/300 + 5 = 17.17 mm 0.27 < 1.0 ii Balustrade deflection to BS 6180:2011 clause 6.4.1 δ max = 19.9 mm δ allow = min{1460/65; 25} = 22.46 mm 0.89 < 1.0 iii In-plane deflection Local, δ max = 0.7 mm In-plane, δ allow = 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, σ max = (σ² normal + 3τ² shear) = 39.1 N/mm 2 EN AW-6060 T6 σ el,rd = 1.0 140/1.1 = 127.27 N/mm 2 0.31 < 1.0
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UNITISED CURTAIN WALL 58 of 65 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, G 0 = 0.35 N/mm² Allowable strain, ε des = 12.5 % Design short-term tension, σ des = 0.14 N/mm² Design long-term tension, σ = 0.014 N/mm² Design short-term shear, τ des = 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. h c = 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, P g1 = 0.25 0.95 3.22/2 = Inner lite, P g2 = 0.25 0.95 3.22/2 = 0.38 kn 0.38 kn ii Stress check to BS EN 1999-1-1 M Ed = 1.35 0.38(38 + 14) = 26.68 N m 100mm Profile 00070307/ EN AW-6005A T6 M pl,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
UNITISED CURTAIN WALL 59 of 65 5.3 Vertical fin fixing FIN BRACKET DETAIL @ VISION AREA [TD-110, TD-111] 5.3.1 Fixing @ Vision area LOWER PLATE BRACKET (WL ONLY): 120MM - 192 8MM / 1.4301 2 M10 25MM / A2-70 SWORD PROFILE : 120MM PR_00070308 / EN AW-6005A T6 1 ISO 4026 - M5 / A2-70 V. SLOT Ø5.5 10MM IN PLATE BRACKET LATERAL SHEAR PIN : Min. WX = 0.25 cm³ / A2 TOP PLATE BRACKET (DL+WL): 300MM - 192 8MM / 1.4301 4 M10 25MM / A2-70 SWORD: 550MM PR_00070308 / EN AW-6005A T6 1 ISO 4026 - M5 / A2-70 Ø5.5 HOLE IN PLATE BRACKET
UNITISED CURTAIN WALL 60 of 65 5.3.2 Fixing @ Spandrel area FIN BRACKET DETAIL @ SPANDREL AREA [TD-110, TD-111] HIGH DENSITY THERMAL ISOLATOR 120/300MM 30 10MM (MAX THICKNESS) 4 M6 / A2-70 WITH S.S. BLIND NUT LOWER BRACKET (WL ONLY): 120MM EXTRUSION / EN AW-6005A T6 1 ISO 4026 - M5 / A2-70 V. SLOT Ø5.5 10MM IN EXTRUSION BRACKET LATERAL SHEAR PIN : Min. WX = 0.25 cm³ / A2 8 M6 / A2-70 WITH S.S. BLIND NUT UPPER BRACKET (DL+WL): 300MM EXTRUSION / EN AW-6005A T6 1 ISO 4026 - M5 / A2-70 Ø5.5 HOLE IN EXTRUSION BRACKET
UNITISED CURTAIN WALL 61 of 65 5.3.3 Forces V D,k = 0.1 3.65 = 0.37 kn V L,k = 1.1 kn H W,k = 1.8 0.24 3.65 = 1.58 kn H Lk = 0.5 kn 5.3.4 Fixing @ Vision area i Upper bracket plate check to BS EN 1993-1-4 V z,ed = 1.35 0.37 = 0.50 kn V y,ed = 1.5 1.58 = 2.37 kn M y,ed = 0.50(7.5 + 103) = 55.25 kn mm M z,ed = 2.37(235/2 + 103) = 522.58 kn mm 300mm - 192 8mm / 1.4301 M y,pl,rd = 1.2 300² 8/6 210/1.1 = 2749.09 kn mm 0.02 < 1.0 M z,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 F vy,ed = 0.50/4 = 0.13 kn F vx,ed = 0.50(10+103)240/(240²+80²) = 0.21 kn F v,ed = (0.13²+0.21²) = 0.25 kn F t,ed = 522.58/(⅔ 30)/4 = 6.53 kn 4 M10 / A2-70 F v,rd = 0.5 57.99 700/1.25 = 16.24 kn 0.02 < 1.0 F t,rd = 0.63 57.99 700/1.25 = 20.46 kn 0.32 < 1.0 F o,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 V y,ed = 1.5 0.5 = 0.75 kn M z,ed = 0.75(235 100/2 + 103) = 216.0 kn mm 120mm - 192 8mm / 1.4301 M z,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 F t,ed = 216/(⅔ 30)/2 = 5.4 kn 4 M10 / A2-70 F t,rd = 0.63 57.99 700/1.25 = 20.46 kn 0.26 < 1.0 F o,rd = 10/(1.5 3) 33.37 200/1.875 = 13.7 kn 0.39 < 1.0
UNITISED CURTAIN WALL 62 of 65 5.3.5 Fixing @ Spandrel area i Upper bracket extrusion check to BS EN 1999-1-1 V z,ed = 1.35 0.37 + 1.5 1.1 = 2.15 kn V y,ed = 1.5 0.5 = 0.75 kn T Ed = 2.15(17.5 + 11 + 5/2) = 66.65 kn mm M y,ed = 0.75(235/2 + 21 + 5/2) = 105.75 kn mm 300mm - U110/205 5mm / EN AW-6005A T6 (I t/c) = 300² 5²/(3 300+1.8 5) = 2.47 cm³ T Rd = 2.47/ 3 200/1.1 = 259.28 kn mm 0.26 < 1.0 M y,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 F vy,ed = 2.15/8 = 0.27 kn F vx,ed = 2.15(10+103)260/(260²+180²)/2 + 522.58 /205/4 = 0.95 kn F v,ed = (0.27²+0.95²) = 0.99 kn 8 M6 / A2-70 β p = 9 6/(8 6+3 18) = 0.53 F v,rd = 0.53 0.5 20.12 700/1.25 = 2.98 kn 0.33 < 1.0 α b = 12.5/(3 7) = 0.60 F b,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, F v,ed = 2.15/2 = 1.08 kn 1 ISO 4026 M5 / A2-70 F v,rd = 0.5 14.18 700/1.25 = 3.97 kn 0.27 < 1.0 F b,rd = 1.5 5 2.0 170/1.25 = 2.04 kn 0.53 < 1.0 ii Lateral shear pin check F v,ed = 1.5 1.58/2 = 1.18 kn M Ed = 1.18(26+15) = 48.38 kn mm W el 48.38/(210/1.1) = 0.25 cm³ Provide: Pin with elastic modulus, W x = 0.25 cm³ (minimum) / A2 or 1.4301
UNITISED CURTAIN WALL 63 of 65 5.4 Horizontal fin fixing Detail [TD-111] FIXING BRACKET : 2 NOS. EACH HORIZ. FIN 220MM 192 8MM / 1.4301 5.4.1 Forces V D,k = 0.1 1.5 = 0.15 kn 1 ISO 4026 - M5 / A2-70 Ø5.5 HOLE IN PLATE BRACKET (THIS SIDE) Ø5.5 10MM SLOT.HOLE IN PLATE (OTHER SIDE) PRESSING PLATE: THE SAME ONE USED FOR T-HOOK 220MM 50 15MM / EN AW-5754 H24/34 2 M10 30MM / A2-70 Downforce, V L,k = +1.1 kn Uplift, V L,k = -0.5 kn w net = +/- 1.8 kn/m² 5.4.2 Plate bracket check to BS EN 1993-1-4 V y,ed = 1.35 0.15/2 + 1.5 1.1 = 1.75 kn M z,ed = 1.75(235 100/2 + 50.8 + 51.9/3) = 442.92 kn mm 220mm - 192 8mm / 1.4301 M z,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) F t,ed = 442.92/(⅔ 51.9)/2 = 6.4 kn <- governs! ii Uplift: 1.0(D) + 1.5(W) V d = (-1.0 0.15 + 1.5 1.8 0.235 1.5)/2 = 0.40 kn F t,ed = 0.40(235/2 + 50.8 + 51.9 + 20)/20/2 = 2.40 kn iii Uplift: 1.0(D) + 1.5(L) V d = -1.0 0.15/2 + 1.5 0.5 = 0.68 kn F t,ed = 0.68(235-100/2 + 50.8 + 51.9 + 20)/20/2 = 5.23 kn 4 M10 / A2-70 F t,rd = 0.9 57.99 700/1.25 = 29.23 kn 0.22 < 1.0 F o,rd = 15/(1.5 3) 33.37 160/1.875 = 16.44 kn 0.39 < 1.0
UNITISED CURTAIN WALL 64 of 65 5.5 Horizontal fin adjustments 5.5.1 Upper adjustment screws Imposed load, V k = 1.1 kn 2 V k 7.5 50 77.5 50 F t F t i Screw check to BS EN 1999-1-1 and AAMA TIR-A9 F t,ed = 2 1.5 1.1(77.5/50)/2 = 2.56 kn 2 M5 / A2-70 F t,rd = 0.9 14.18 700/1.25 = 7.15 kn 0.36 < 1.0 F o,ed = 8/(0.8 32)12.57 520/1.5/1.25 = 20.13 kn 0.13 < 1.0 ii Fin profile check M 1,Ed = 2.56 25(240-25)/240 = 57.33 kn mm - Moment @ rigid end supports M 1a,Ed = 2.56 25²/240 = 6.67 kn mm - Moment @ point of load Profile 1 & 1a / EN AW-6060 T6 M 1,pl,Rd = 1.2 0.43 140/1.1 = 65.67 kn mm 0.87 < 1.0 M 1a,el,Rd = 0.10 140/1.1 = 12.73 kn mm 0.52 < 1.0
UNITISED CURTAIN WALL 65 of 65 5.5.2 Lower adjustment screw Wind load, w k = 1.8 kn m² Imposed load, V k = 0.5 kn V k 7.5 50 77.5 50 F t i Screw check to BS EN 1999-1-1 and AAMA TIR-A9 F t1,ed = 1.5 1.8 1.5 0.235²/4/0.05 = 1.11 kn F t2,ed = 1.5 0.5(77.5/50) = 1.16 kn 2 M5 / A2-70 F t,rd = 0.9 14.18 700/1.25 = 7.15 kn 0.16 < 1.0 F o,ed = 8/(0.8 32)12.57 520/1.5/1.25 = 20.13 kn 0.06 < 1.0 ii Fin profile check M 2,Ed = 1.16 240/8 = 34.8 kn mm - Moment @ rigid end supports M 2a,Ed = 1.16 240/8 = 34.8 kn mm - Moment @ point of load Profile 2 & 2a / EN AW-6060 T6 M 2,el,Rd = 1.41 140/1.1 = 179.45 kn mm 0.19 < 1.0 M 2a,el,Rd = 0.36 140/1.1 = 45.82 kn mm 0.76 < 1.0