STRUCTURAL CALCULATION

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STRUCTURAL CALCULATION Project: Report: BATLab, Geneva Curtan wall System mscellaneous checks Report-No.: M11.

1 STRUCTURAL CALCULATION Project: Report: BATLab, Geneva Curtan wall System mscellaneous checks Report-No.: M FE rev1 Lndner Fassaden GmbH Swtzerland Offce In der Schappe CH 4144 ARLESHEIM Swtzerland Tel: +41 (0) Fax: +41 (0) Sgnature: 17. October 2012 Larry Castañeda BSc.C.E., MSc. Structural Engneerng FE Structural desgn Page 1 of 37 M FE1502-0rev1.doc

2 Document revson: Revson Date Modfcaton 0 17 August 2012 Issue for Approval 1 17 October Spacng of glass screen T-mullon s set to 1.05m (max) - Corner mullon added for blnd gude ral fxng Contents 1 References Document references Drawng references Software used Desgn parameters Buldng materals Loads Deflecton lmts General groupng: Lev General groupng: Lev Glazed element Outer-nner profle shear connector Spandrel glazng Press L-Mullon Glass DL holder Top fxng: DL+WL Tor and bottom fxng: WL only Spandrel panel Horzontal metal panel: 3mm / EN AW-5005 H Horzontal panel claddng types A.301, A.401, A.551 & A Horzontal panel claddng types A.552 & A Vertcal ral channel: mm / EN AW-5754 H Corner elements Corner Levels 0 & Blnds Levels 0 & Screw channel test FE Structural desgn Page 2 of 37 M FE1502-0rev1.doc

3 1 References 1.1 Document references Norms and standards [1] SIA 260:2003, Bass of Structural Desgn. [2] SIA 261:2003, Actons on structures. [3] EN :2007, Eurocode 9 Desgn of alumnum structures Part 1-1: General structural rules. [4] EN :2007, Eurocode 9 Desgn of alumnum structures Part 1-4: Cold-formed structural sheetng. [5] EN 13830:2003, Curtan Wallng Product Standard [6] EN 14024:2004, Metal profles wth thermal barrer Mechancal performance Requrements, proof and tests for assessment. [7] GBD Lab GmbH. Proflsystem Luxemburg Belastungsversuche Schraubkanal Project specfc documents [8] Lndner. M FE1501-0, Curtan wall System profles. [9] Emmer Pfennnger Partner AG. Soumsson de facade et de protecton solare. 13 October Drawng references [10] Lndner FA rev--, Coupe de prncpe Facade prncpale laboratores [11] Lndner FA rev--, Coupe vertcal de prncpe Facade prncpale [12] Lndner FA rev--, Coupe horz. de prncpe Facade prncpale au travers du verre vson 1.3 Software used [13] SCIA Engneer 2008, an analyss, desgn and detalng of structures wth lnear, non-lnear, FEM and 2 nd order calculaton capabltes, s used n the structural calculatons. FE Structural desgn Page 3 of 37 M FE1502-0rev1.doc

4 2 Desgn parameters 2.1 Buldng materals Mnmum propertes of materals used. Member Grade Modulus of elastcty E [N/mm 2 ] Alumnum: γ M0,M1 = 1.0; γ M2 = 1.25 Yeld or 0.2% proof strength, f o [N/mm 2 ] Tensle strength f u [N/mm 2 ] Extruded sectons EN AW-6060 T Sheets EN AW-5005 H Welded sheets EN AW-5754 H Stanless steel: γ M0,M1 = 1.0; γ M2 = 1.25 Sheets and plates Bolts and screws A2-70 or C Loads Dead load, DL The self-weght of the element and glazng s consdered n the analyss wth an ncremental factor of Wnd load, WL In accordance wth specfcaton [9], the followng wnd loads are consdered: Typcal calddng w p,k = kn/m 2 Net pressure w s,k = kn/m 2 Net sucton Ranscreen panels Wnd loads to the ranscreen panels are determned consderng pressure on walls for mult-skn acc. to EN Cl for o and excludng the ±0.20 kn/m 2 nternal pressure. w p,k = 2/3 ( ) = kn/m 2 Net pressure on outer skn w s,k = mn{1/3 ( ); 0.6} = kn/m 2 Net sucton on outer skn w o,k = 1/3 ( ) = kn/m 2 Net corner local sucton on outer skn External blnds w o,k = kn/m 2 Net corner local sucton on outer skn Imposed/lve load, IL In accordance wth specfcaton [9], the followng mposed loads are consdered: Barrer loadngs Horzontal lne load, q k = 0.80 kn/m - appled 1.20 m above fnshed floor Mantenance load Pont load, Q k = 0.50 kn - appled on a square of 100mm sdes FE Structural desgn Page 4 of 37 M FE1502-0rev1.doc

5 2.3 Deflecton lmts Deflecton lmts for the desgn of system framng members and components: Deflecton mode Allowable deflecton, δ allow [mm] Reference Framng members Normal H/200 or 15 mm Performance requrement [9] In-plane L/500 or 3mm EN Framng support Inward/outward under wnd load ± L/150 SIA 233 Cl Claddng panel Inward under wnd pressure + L/40 Outward under wnd sucton - L/70 DIBt Zulassung Nr. Z FE Structural desgn Page 5 of 37 M FE1502-0rev1.doc

6 2.4 General groupng: Lev 0-1 A.552, A.701 & A.702 A.301, A.401 & A General groupng: Lev 1-9 A.552 & A.702 A.552, A.701 & A.702 A.301, A.401 & A.551 FE Structural desgn Page 6 of 37 M FE1502-0rev1.doc

7 3 Glazed element 3.1 Outer-nner profle shear connector Vertcal Secton Detals t = 4mm for Claddng types A.301, A.401 & A.551 t = 6mm for Claddng types A.552, A.701 & A.702 Claddng types A.301, A.401 & A.551 Claddng types A.552, A.701 & A mm 50mm / w/ 2 EN ISO Ø4.8mm RIVETS mm 50mm / w/ 3 EN ISO Ø4.8mm RIVETS FE Structural desgn Page 7 of 37 M FE1502-0rev1.doc

3.1.1 Check compresson part: EN AW-6060 T6 f o = 140 N/mm 2 N c,rd = 63 140/1.1 = 8.02 kn N cr = 3.14 2 70000 141/(2.0 67) 2 = 5.42 kn λ = (63 140/5420) = 1.28 Ø = 0.5[1+0.35(1.28 0.4)+1.28 2 ] = 1.

8 3.1.1 Check compresson part: EN AW-6060 T6 f o = 140 N/mm 2 N c,rd = /1.1 = 8.02 kn N cr = /(2.0 67) 2 = 5.42 kn λ = (63 140/5420) = 1.28 Ø = 0.5[1+0.35( ) ] = 1.47 χ = 1/[1.47+( )] = 0.46 N b,rd = = 3.69 kn Claddng types A.301, A401 & A.551 (b 1 + b 2 )/2 = ( )/2 = 0.86 m N Ed = /2 = 1.67 kn 0.40 < 1.00 Claddng types A.552, A.701 & A.702 (b 1 + b 2 )/2 = ( )/2 = 1.87 m N Ed = /2 = 3.64 kn 0.99 < Check angle: t 50mm / Claddng types A.301, A401 & A.551 t = 4.0 mm M Rd = /4 210/1.0 = 42.0 kn mm M Ed = = 41.8 kn mm 0.99 < 1.00 Claddng types A.552, A.701 & A.702 t = 6.0 mm M Rd = /4 210/1.0 = kn mm M Ed = = 91.0 kn mm 0.88 < Check rvets: EN ISO Ø4.8mm From techncal data, F t,rd = 2.80/1.33 = 2.10 kn < - governng for tenson! F v,rd = 2.02/1.33 = 1.52 kn Accordng to EN , F p,rd = /1.25 = 3.32 kn F b,rd = 1.5 ( ) 170/1.25 = 1.26 kn < - governng for shear! Claddng types A.301, A401 & A.551 F t,ed = /20/2 = 1.25 kn 0.60 < 1.00 F v,ed = 1.46/2 = 0.73 kn 0.58 < 1.00 Claddng types A.552, A.701 & A.702 F t,ed = /20/3 = 1.82 kn 0.87 < 1.00 F v,ed = 3.64/3 = 1.21 kn 0.96 < 1.00 FE Structural desgn Page 8 of 37 M FE1502-0rev1.doc

4 Spandrel glazng ADDITIONAL INTERMEDIATE L-MULLION WITH WL RESTRAINT/FIXING b 1 + b 2 + b 1 900 S

9 4 Spandrel glazng ADDITIONAL INTERMEDIATE L-MULLION WITH WL RESTRAINT/FIXING b 1 + b 2 + b S = 1.05 m (max) 4.1 Press L-Mullon RAIL CHANNEL: U mm / EN AW-5754 H14 A = 2.31 cm Iy = 3.58 cm4 Iz = 1.61 cm4 Wy = 1.24 cm3 DIN 933 M10 100mm / A2-70 W/ DOUBLE NUT OR LOCTITE SG500-8mm 6mm (SYMMETRICAL) T mm / EN AW-6060 T6 FE Structural desgn Page 9 of 37 M FE1502-0rev1.doc

10 4.1.1 Check T mm / EN AW-6060 T6 q w = = 0.88 N/mm Stress M Rd = /1.1 = kn mm M Ed = /8 = kn mm 0.60 < 1.00 Deflecton δ zul = 760/200 = 3.8 mm δ max = /( ) = 1.52 mm 0.40 < Structural sealant: SG500 σ des = 0.14 N/mm 2 Desgn short term tensle stress h c = = 6.0 mm Effectve bte σ = 0.88/(2 6) = 0.07 N/mm < Glass DL holder b DL,max = ( )/2 = 2.81 m F z,d = = 0.85 kn T mm EN AW-6060 T6 Check mm 40mm / EN AW-6060 T6 N Rd = /1.1 = kn M Rd = /4 140/1.1 = kn mm M Ed = 0.85 (11.4-3/2) = 8.42 kn mm 0.85/ /11.45 = 0.79 < mm 40mm EN AW-6060 T6 Check 2 DIN 7982 ST4.2 13mm / A2-70 or F t,rd = /1.25 = 3.06 kn F o,rd = 0.95 ( ) 170/1.25 = 0.79 kn <- governs n tenson! F v,rd = /1.25 = 2.08 kn F b,rd = (3/2) 170/1.25 = 1.28 kn <- governs n shear! Desgn forces, F t,ed = /10/2 = 0.48 kn 0.61 < 1.00 F v,ed = 0.85/2 = 0.42 kn 0.33 < = 0.94 < DIN 7982 ST4.2 13mm / FE Structural desgn Page 10 of 37 M FE1502-0rev1.doc

11 4.3 Top fxng: DL+WL b DL max = ( )/2 = 2.81 m F z,d = 1.35( )0.9 = 0.87 kn F y,d = [ /2 0.9(0.9/2-0.1) ]/0.76 = 0.33 kn F d = ( ) = 0.93 kn T mm EN AW-6060 T Check T mm / EN AW-6060 T6 Lp shear V y,rd = 0.8/ /1.1 = 1.23 kn 0.63 < 1.00 V z,rd = 0.8/ /1.1 = 4.06 kn 0.21 < 1.00 Local bendng of flanges b eff = = 75.0 mm M Rd = /4 140/1.1 = kn mm M Ed = /2 (40-8)/2 = kn mm 0.52 < 1.00 DIN 933 M10 100mm A Check bolt: DIN 933 M10 100mm / A2-70 Bearng of bolt on ral channel, α b = 14.8/(3 12) = 0.41 F b,rd = /1.25 = 3.54 kn F v,ed = 1.03(62+5)/75 = 0.92 kn 0.26 < 1.00 Bendng of bolt, M Rd = /1.0 = kn mm M Ed = 1.03(13+5)(62-5)/75 = kn mm 0.39 < Tor and bottom fxng: WL only F y,d = (0.9/2-0.04)/0.76 = 0.64 kn Check T mm / EN AW-6060 T6 Lp shear V y,rd = 0.8/ /1.1 = 1.76 kn < 2F y,d Hgh shear! f o,v = 1-(2 0.93/1.76-1) 2 = 0.99 M Rd = /4 140/1.1 = 9.45 kn mm Consderng tolerance and thermal movements of 2mm, M Ed = 0.64 (5+2) = 4.49 kn mm 0.47 < 1.00 T mm EN AW-6060 T6 Local bendng of flanges b eff = 4 22 = 88.0 mm M Rd = /4 140/1.1 = kn mm M Ed = 0.64/2 (40-8)/2 = 5.12 kn mm 0.20 < 1.00 DIN 933 M10 100mm A2-70 FE Structural desgn Page 11 of 37 M FE1502-0rev1.doc

12 4.4.2 Check bolt: DIN 933 M10 100mm / A2-70 Bearng of bolt on ral channel, α b = 14.8/(3 12) = 0.41 F b,rd = /1.25 = 3.54 kn F v,ed = 0.93(62+5)/75 = 0.83 kn 0.23 < 1.00 Bendng of bolt, M Rd = /1.0 = kn mm M Ed = 0.93(13+5)(62-5)/75 = kn mm 0.35 < 1.00 FE Structural desgn Page 12 of 37 M FE1502-0rev1.doc

13 5 Spandrel panel 5.1 Horzontal metal panel: 3mm / EN AW-5005 H14 Claddng types A.301, A.401, A.551 & A.701 b 1 + b 2 + b 1 F 2 F 2 F 2 F 2 370, 625 F 1 F 3 F 3 F 1 Claddng types A F 2 F 2 F 2 F 2 F 2 370, 625 F 3 F 3 F 1 F 1 F 3 Claddng types A.702 ADDITIONAL INTERMEDIATE FIXINGS F 2 F 2 F 2 F 2 F 2 370, 625 F 1 F 3 F 3 F 3 F 1 FE Structural desgn Page 13 of 37 M FE1502-0rev1.doc

14 ADDITIONAL INTERMEDIATE FIXINGS 5.2 Horzontal panel claddng types A.301, A.401, A.551 & A Structural model Loads LC1: Wnd pressure LC2: Wnd sucton LC3: Imposed load 1 q L = 0.5/( ) = 50.0 kn/m 2 mposed load FE Structural desgn Page 14 of 37 M FE1502-0rev1.doc

15 v LC4: Imposed load 2 v Non-lnear load combnatons Stress check f o = N/mm 2 Desgn resstance, σ general,rd = 120/1.1 = N/mm 2 General stress resstance From analyss results, σ max = 81.9 N/mm < 1.00 Stresses: NC201 FE Structural desgn Page 15 of 37 M FE1502-0rev1.doc

16 Project: BATLab, Geneva Stresses: NC202 Stresses: NC203 v Stresses: NC204 FE Structural desgn Page 16 of 37 M FE1502-0rev1.doc

17 5.2.4 Deflecton check Servceablty lmt, δ zul,edge = 1955/175 = mm δ zul,local = 625/40 = mm δ zul,total = = mm From structural analyss, due to dead and wnd load NC101 & NC102, δ edge = 4.43 mm 0.40 < 1.00 δ local = ( )/2 = 7.38 mm 0.47 < 1.00 δ max = mm 0.40 < 1.00 From structural analyss, due to dead and mposed load NC103 & NC104, δ edge = 4.47 mm 0.40 < 1.00 δ local = ( )/2 = mm 0.66 < 1.00 δ max = mm 0.53 < 1.00 Deflecton: NC101 Deflecton: NC102 FE Structural desgn Page 17 of 37 M FE1502-0rev1.doc

18 Project: BATLab, Geneva Deflecton: NC103 v Deflecton: NC104 FE Structural desgn Page 18 of 37 M FE1502-0rev1.doc

19 5.2.5 Reacton forces Reacton forces: NC201 Reacton forces: NC202 FE Structural desgn Page 19 of 37 M FE1502-0rev1.doc

20 5.2.6 Check fxng type F1 F y,d = 0.18 kn F z,d = 0.29 Kn Check angle: mm 50mm / EN AW-6060 T6 beff = 4 8 = 32.0 mm M Rd = /4 140/1.1 = 4.07 kn mm From structural analyss, M Ed = /19 8 = 3.07 kn mm 0.75 < 1.00 Check self-tappng screw: 1 DIN ST / A2-70 or F t,rd = /1.25 = 4.14 kn F o,rd = 0.95 ( ) 240/1.25 = 4.47 kn F p,rd = (9.5/22) /1.25 = 0.61 kn <- governs n tenson! F v,rd = /1.25 = 2.81 kn F b,rd = /1.25 = 1.96 kn <- governs n shear! From structural analyss, F t,ed = /19 = 0.41 kn 0.68 < 1.00 F v,ed = F z,d = 0.18 kn 0.09 < = 0.77 < ISO Ø4.0 L / AlMg2.5 3mm / EN AW 5005 H14 Check blnd rvets: 4 ISO Ø4.0 L / AlMg2.5 From techncal data, F t,rd = 1.55/1.25 = 1.24 kn <- governs! F v,rd = 1.00/1.25 = 0.80 kn <- governs! Accordng to EN , F p,rd = /1.25 = 3.53 kn F b,rd = /1.25 = 1.96 kn From structural analyss, F t,ed = /30 = 0.05 kn 0.04 < 1.00 F v,ed = 0.29/ /30 = 0.26 kn 0.33 < / = 0.36 < 1.00 DIN 7981 ST4.8 13/ mm 50mm EN AW-6060 T6 EN AW-5754 H14 FE Structural desgn Page 20 of 37 M FE1502-0rev1.doc

21 5.2.7 Check fxng type F2 F y,d = 0.51 kn 3mm / EN AW 5005 H14 Check angle: mm 35mm / EN AW-6060 T6 beff = 4 (10-3) = 28.0 mm M Rd = /4 140/1.1 = 8.02 kn mm From structural analyss, M Ed = 0.51 (10-3) = 3.57 kn mm 0.44 < 1.00 Check self-tappng screw: 1 DIN ST / A2-70 or F t,rd = /1.25 = 4.14 kn F p,rd = (9.5/22) = 0.80 kn <- governs n tenson! From structural analyss, F t,ed = F y,d = 0.51 kn 0.64 < Check fxng type F3 F y,d = 0.57 kn Check self-tappng screw: 1 DIN ST / A2-70 or F t,rd = /1.25 = 4.14 kn F o,rd = 0.95 ( ) 170/1.25 = 0.68 kn <- governs! From structural analyss, F t,ed = F y,d = 0.57 kn 0.84 < 1.00 DIN 7981 ST4.8 13/ mm 50mm EN AW-6060 T6 DIN ST4.8 13/ w/ S.St. SLEEVE THROUGH VERTICAL SLOT MULLION PROFILE EN AW-6060 T6 FE Structural desgn Page 21 of 37 M FE1502-0rev1.doc

5.3 Horzontal panel claddng types A.552 & A.702 5.3.1 Structural model 5.

22 5.3 Horzontal panel claddng types A.552 & A Structural model Loads LC1: Wnd pressure LC2: Wnd sucton LC3: Imposed load 1 q L = 0.5/( ) = 50.0 kn/m 2 mposed load FE Structural desgn Page 22 of 37 M FE1502-0rev1.doc

23 v LC4: Imposed load 2 v Non-lnear load combnatons Stress check f o = N/mm 2 Desgn resstance, σ general,rd = 120/1.1 = N/mm 2 General stress resstance From analyss results, due to dead and wnd load NC201 & NC202, σ max = 83.0 N/mm < 1.00 From analyss results, due to dead and wnd load NC203 & NC204, σ max = 68.3 N/mm < 1.00 Stresses: NC201 FE Structural desgn Page 23 of 37 M FE1502-0rev1.doc

24 Project: BATLab, Geneva Stresses: NC202 Stresses: NC203 v Stresses: NC Deflecton check Servceablty lmt, δ zul,edge = 1770/200 = 8.85 mm δ zul,local = 625/40 = mm δ zul,total = = mm From structural analyss, due to dead and wnd load NC101 & NC102, δ edge = 3.28 mm 0.37 < 1.00 δ local = 9.61-( )/2 = 7.06 mm 0.45 < 1.00 δ max = 9.61 mm 0.39 < 1.00 FE Structural desgn Page 24 of 37 M FE1502-0rev1.doc

25 From structural analyss, due to dead and mposed load NC103 & NC104, δ edge = 3.56 mm 0.40 < 1.00 δ local = ( )/2 = mm 0.65 < 1.00 δ max = mm 0.54 < 1.00 Deflecton: NC101 Deflecton: NC102 Deflecton: NC103 FE Structural desgn Page 25 of 37 M FE1502-0rev1.doc

26 v Project: BATLab, Geneva Deflecton: NC Reacton forces Reacton forces: NC201 Reacton forces: NC202 FE Structural desgn Page 26 of 37 M FE1502-0rev1.doc

27 5.3.6 Check fxng type F1 F y,d = 0.27 kn F z,d = 0.25 Kn Check angle: mm 50mm / EN AW-6060 T6 beff = 4 8 = 32.0 mm M Rd = /4 140/1.1 = 4.07 kn mm From structural analyss, M Ed = /19 8 = 3.07 kn mm 0.75 < 1.00 Check self-tappng screw: 1 DIN ST / A2-70 or F t,rd = /1.25 = 4.14 kn F o,rd = 0.95 ( ) 240/1.25 = 4.47 kn F p,rd = (9.5/22) /1.25 = 0.61 kn <- governs n tenson! F v,rd = /1.25 = 2.81 kn F b,rd = /1.25 = 1.96 kn <- governs n shear! From structural analyss, F t,ed = /19 = 0.38 kn 0.63 < 1.00 F v,ed = F z,d = 0.25 kn 0.13 < = 0.76 < ISO Ø4.0 L / AlMg2.5 3mm / EN AW 5005 H14 Check blnd rvets: 4 ISO Ø4.0 L / AlMg2.5 From techncal data, F t,rd = 1.55/1.25 = 1.24 kn <- governs! F v,rd = 1.00/1.25 = 0.80 kn <- governs! Accordng to EN , F p,rd = /1.25 = 3.53 kn F b,rd = /1.25 = 1.96 kn From structural analyss, F t,ed = /30 = 0.07 kn 0.06 < 1.00 F v,ed = 0.27/ /30 = 0.30 kn 0.38 < / = 0.58 < 1.00 DIN 7981 ST4.8 13/ mm 50mm EN AW-6060 T6 EN AW-5754 H14 FE Structural desgn Page 27 of 37 M FE1502-0rev1.doc

28 5.3.7 Check fxng type F2 F y,d = 0.49 kn 3mm / EN AW 5005 H14 Check angle: mm 35mm / EN AW-6060 T6 beff = 4 (10-3) = 28.0 mm M Rd = /4 140/1.1 = 8.02 kn mm From structural analyss, M Ed = 0.49 (10-3) = 3.43 kn mm 0.43 < 1.00 Check self-tappng screw: 1 DIN ST / A2-70 or F t,rd = /1.25 = 4.14 kn F p,rd = (9.5/22) = 0.80 kn <- governs n tenson! From structural analyss, F t,ed = F y,d = 0.49 kn 0.61 < Check fxng type F3 F y,d = 0.56 kn Check self-tappng screw: 1 DIN ST / A2-70 or F t,rd = /1.25 = 4.14 kn F o,rd = 0.95 ( ) 170/1.25 = 0.68 kn <- governs! From structural analyss, F t,ed = F y,d = 0.56 kn 0.82 < 1.00 DIN 7981 ST4.8 13/ mm 50mm EN AW-6060 T6 DIN ST4.8 13/ w/ S.St. SLEEVE THROUGH VERTICAL SLOT MULLION PROFILE EN AW-6060 T6 FE Structural desgn Page 28 of 37 M FE1502-0rev1.doc

29 5.4 Vertcal ral channel: mm / EN AW-5754 H14 The ral channel supports the spandrel glass va press angles and the horzontal metal panel. The most onerous condton s checked usng the loads and dmenson of claddng type A Structural model 5mm / EN AW-5754 H14 3mm / EN AW-5754 H14 5mm / EN AW-5754 H Loads Consderng claddng type A.702, P D1 = /2 = 0.67 kn 10mm lam. glass P D2 = /2 = 0.21 kn 3mm alu. sheet P W1 = /8 = 0.23 kn wnd load on glass P W2 = /4 = 0.09 kn wnd load on vertcal metal panel P W2 = /4 = 0.14 kn wnd load on upper fxng of horzontal metal panel M W = = 1.4 kn mm moment due to eccentrcty of P W2 P W3 = /4 = 0.19 kn wnd load on lower fxng of horzontal metal panel q L = 0.50 kn mposed load FE Structural desgn Page 29 of 37 M FE1502-0rev1.doc

LC1: Dead Load LC2: Wnd load, pressure LC3: Imposed load Non-lnear Load combnatons 5.4.3 Stress check f o = 190.0 N/mm 2 ρ o,haz = 0.53 σ zul = 190/1.1 = 172.

30 LC1: Dead Load LC2: Wnd load, pressure LC3: Imposed load Non-lnear Load combnatons Stress check f o = N/mm 2 ρ o,haz = 0.53 σ zul = 190/1.1 = N/mm 2 σ zul,haz = /1.1 = N/mm 2 From structural analyss, σ max = 84.2 N/mm < 1.00 σ max,haz = 76.6 N/mm < 1.00 FE Structural desgn Page 30 of 37 M FE1502-0rev1.doc

31 Project: BATLab, Geneva Stresses: NC201 Stresses: NC202 FE Structural desgn Page 31 of 37 M FE1502-0rev1.doc

32 5.4.4 Deflecton check Servceablty lmt, δ zul = 1386/200 = 6.93 mm From structural analyss, δ max = 2.98 mm 0.43 < 1.00 Deflecton: NC101 Deflecton: NC102 FE Structural desgn Page 32 of 37 M FE1502-0rev1.doc

33 5.4.5 Bottom fxng angle Check angle: mm 60mm / EN AW-6060 T6 N Rd = /1.1 = kn M Rd = /4 140/1.1 = kn mm From structural analyss, N Ed = = 0.73 kn 0.02 < 1.00 M Ed = 0.70(60-4/2) (20-4/2) = kn mm 0.86 < = 0.88 < mm 60mm EN AW-6060 T6 Check self-drllng crews: 2 DIN 7504 K-ST / A2-70 or F t,rd = /1.25 = 4.14 kn F o,rd = /1.25 = 2.12 kn <- governs! From structural analyss, F t,ed = 0.70 kn 0.33 < 1.00 Check blnd rvets: 4 ISO Ø4.8 L / AlMg2.5 From techncal data, F t,rd = 2.22/1.25 = 1.78 kn <- governs! F v,rd = 1.40/1.25 = 1.12 kn <- governs! Accordng to EN , F p,rd = /1.25 = 3.15 kn F b,rd = /1.25 = 1.76 kn From structural analyss, F t,ed = ( )/25/2 = 0.85 kn 0.48 < 1.00 F v,ed = ( )/4 = 0.18 kn 0.16 < DIN 7504-K ST4.8 22/ w/ S.St. SLEEVE THROUGH VERTICAL SLOT 4 ISO Ø4.8 L / AlMg2.5 FE Structural desgn Page 33 of 37 M FE1502-0rev1.doc

6 Corner elements 6.1 Corner elements @ Levels 0 & 1 6.1.1 SSG Check Materal: SG-500 σ des = 0.14 N/mm 2 τ des = 0.105 N/mm 2 Structural bte Consder 2mm tolerance and neckng of slcone, b = 2.

34 6 Corner elements 6.1 Corner Levels 0 & SSG Check Materal: SG-500 σ des = 0.14 N/mm 2 τ des = N/mm 2 Structural bte Consder 2mm tolerance and neckng of slcone, b = m τ = /2 = 1.41 N/mm h c 1.41/ = mm Sealant thckness ε des = 12.5 % s = [ ]1948 = 2.28 mm 5mm / EN AW-5754 H14 e 2.28/ ( ) = 4.42 mm mm / EN AW-6060 T6 Provde: Structural sealant SG mm 6mm 2 DIN 7982 ST4.8 L / Corner mullon: mm / EN AW-6060 T6 f o = 140 N/mm 2 N c,rd = /1.1 = kn N cr = /( ) 2 = kn λ = ( /3415) = 3.53 Ø = 0.5[1+0.35( ) ] = 7.28 χ = 1/[7.28+( )] = 0.07 N b,rd = = 2.71 kn Compresson force on the mullon, D 1 = 0.15( )/ = 1.04 kn Transom profle and metal sheet + blnds D 2 = ( )/2 = 0.23 kn Insulaton N Ed = 1.35 ( ) = 1.71 kn 0.63 < Fxng screws: 2 DIN 7982 ST4.8 L / A2-70 or Bearng on welded end plate 5mm/EN AW-5754 H14 f u,haz = = N/mm 2 α b = 8.6/(3 4.8) = 0.60 F b,rd = (5-3.6/2) 150.1/1.25 = 1.66 kn F v,ed = 1.5( / /2)/2 = 1.41 kn 0.85 < 1.00 FE Structural desgn Page 34 of 37 M FE1502-0rev1.doc

35 6.2 Blnds Levels 0 & 1 SHS60 5 / EN AW-6060 T6 M5 L / 350mm O.C. MAX. 4 M6 L / A2-70 w/ BLIND NUT RIVET / ALU. BENT PL 60 5MM / EN AW-6060 T6 8 Ø4.8 / A2 STAINLESS STEEL RIVETS Blnd ral Ral M Ed = / /8 = kn mm δ allow = 350/150 = 2.33 mm Alu. profle M Rd = /1.1 = kn mm 0.57 < 1.00 δ max = / /( ) = 0.88 mm 0.38 < 1.00 Fxng screws F v,ed = / = 1.39 kn F t,ed = /7.1 = 3.85 kn FE Structural desgn Page 35 of 37 M FE1502-0rev1.doc

36 M5 L / 350 mm O.C. F v,rd = /1.25 = 3.97 kn F b,rd = ( /2) 170/1.25 = 2.50 kn 0.56 < 1.00 F t,rd = /1.25 = 5.00 kn F p,rd = ( /2) 170/1.25 = 5.02 kn d τ = ( ) 30.8 = 4.95 mm F o,rd = /1.25= 3.91 kn 0.98 < Corner mullon Box secton M Ed = / /8 = kn mm δ allow =2025/90 = 22.5 mm SHS 60 5 / EN AW-6060 T6 M Rd = /1.1 = kn mm 0.57 < 1.00 δ max = / /( ) = mm 0.66 < 1.00 Screw fxng to bracket H Ed = /2 (2.025/2+0.15) = 4.61 kn F v,ed = /21/2 = 4.61 kn F t,ed = /21/2 = 2.30 kn Max. shear and max. tenson does not occur at the same tme 4 M6 / A2-70 F v,rd = /1.25 = 5.63 kn 0.82 < 1.00 F b,rd = (5-3.0/2) 170/1.25 = 6.12 kn F t,rd = /1.25 = 7.10 kn 0.32 < 1.00 F p,rd = (5-3.0/2) 170/1.25 = 7.38 kn Rvets fxng to element transom F v,ed = /33/4 = 1.54 kn F t,ed = /33/4 = 0.38 kn 8 Ø4.8mm / A2 stanless steel F v,rd = 4.40/1.25 = 3.52 kn F b,rd = /1.25 = 1.96 kn 0.78 < 1.00 F t,rd = 6.10/1.25 = 4.88 kn F p,rd = /1.25 = 0.47 kn 0.81 < 1.00 FE Structural desgn Page 36 of 37 M FE1502-0rev1.doc

37 7 Screw channel test FE Structural desgn Page 37 of 37 M FE1502-0rev1.doc

Module 11 Design of Joints for Special Loading. Version 2 ME, IIT Kharagpur

Module 11 Design of Joints for Special Loading. Version 2 ME, IIT Kharagpur Module 11 Desgn o Jonts or Specal Loadng Verson ME, IIT Kharagpur Lesson 1 Desgn o Eccentrcally Loaded Bolted/Rveted Jonts Verson ME, IIT Kharagpur Instructonal Objectves: At the end o ths lesson, the