SAMPLE PROJECT IN THE MIDDLE EAST DOCUMENT NO. STR-CALC POINT-FIXED GLASS - STEELWORKS 18 ENGINEER PROJECT. Pages REVISION TITLE

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1 PROJECT ENGINEER DOCUMENT NO. STR-CLC REVISION TITLE Pages POINT-FIXED GLSS - STEELWORKS 18

2 POINT-FIXED GLSS SECONDRY STEELWORKS 2 of 18 Table of contents 1 Basic Data References Materials Loads Wall system Typical Fixing Brackets Upper Fin bracket Lower Fin bracket Strut fixing... 15

3 POINT-FIXED GLSS SECONDRY STEELWORKS 3 of 18 1 Basic Data 1.1 References Norms and Standards [1] Saudi Building Code, SBC 301 Loads and Forces Requirements [2] ISC. Load and Resistance Factor Design Specification for Steel Hollow Structural Sections. 10 November [3] ISC. Specification for Structural Steel Buildings. 22 June Project documents and drawings [4] King bdullah Financial District Basis of Design. 25 September [5] Henning Larsen rchitects. KFD Parcel 2.10: Façade Specifications Volume 1 of November [6] DSC , KFD Parcel 2.10 Wind Load Calculations. 23 May [7] DSC , KFD Parcel 2.10 Design Criteria System desidn drawings [8] Software Used [9] Nemetschek. SCI Engineer v Structural nalysis & Design Software for Construction and Engineering. 1.2 Materials Minimum properties of materials to be used. Grade Modulus of elasticity Yield strength Tensile strength E [N/mm 2 ] F y [N/mm 2 ] F u [N/mm 2 ] Steel S S Fasteners

4 POINT-FIXED GLSS SECONDRY STEELWORKS 4 of Loads Dead load (D) Steel, γ = 78.5 kn/m³ Glass, q D = 25.0 kn/m³ 24mm = 0.60 kn/m Wind load (W) The open-jointed point-fixed glass external cladding is considered to be a partially enclosed building: o > 1.1 oi o > min{ 0.37 m 2 ; 0.01 g}; oi/ gi 0.20 Wind load to the air-permeable cladding, according to SBC 301 clause , can be determined using the analytical procedure including the internal pressures in clause 7.2. (GCp) +/- = ±0.55 Internal pressure coefficient [SBC 301 Fig.7.2-1] = 1.5m 5.5m/2 = 4.12 m 2 Wind area considered ccording to wind load calculation [6], V = 166 kph Basic wind speed K h = 1.4 Topographic factor K zt = 1.00 Velocity pressure exposure coefficient K d = 0.85 Wind directionality factor I = 1.00 Importance factor Velocity pressure at cladding height, z = 17m, K z =2.01(17/275) 2/9.5 = 1.12 Topographic factor [SBC 301 Table 7.2-2] q z = = 1.24 kn/m 2 Velocity pressure at height z [SBC 301 Cl.7.2.8] i Non-corner: Zone 4 (GCp) + = log(4.12)= External pressure coefficient [SBC 301 Fig ] (GCp) - = log(4.12) = External pressure coefficient [SBC 301 Fig ] p + = 1.24 [0.82 (-0.55)] = kn/m 2 Cladding general pressure [SBC 301 Cl ] p - = 1.24 [ ] = kn/m 2 Cladding general suction [SBC 301 Cl ] ii Corners: Zone 5 a = max{ ; 0.9} = 3.75 m Local corner zone (GCp) + = log(4.12)= External pressure coefficient [SBC 301 Fig ] (GCp) - = log(4.12) = External pressure coefficient [SBC 301 Fig ] p + = 1.24 [0.82 (-0.55)] = kn/m 2 Cladding general pressure [SBC 301 Cl ] p - = 1.24 [ ] = kn/m 2 Cladding general suction [SBC 301 Cl ] Live load (L) Live load considered on the glass wall is for manual maintenance, Q = 0.5 kn On any part of the facade in any direction

5 POINT-FIXED GLSS SECONDRY STEELWORKS 5 of Wall system Figure Typical elevation and section TYPICL UPPER FIN BRCKET (SEE SECTION 2.2) TYPICL LOWER FIN BRCKET (SEE SECTION 2.3) TYPICL STRUT (SEE SECTION 2.4)

POINT-FIXED GLSS SECONDRY STEELWORKS 6 of 18 2 Typical Fixing Brackets Fin brackets are checked for the following conditions: i Symmetrical loading Symmetrical loading assumes the final state where

ii symmetric loading symmetric loading can happen during installation where the face glass have been installed on one-side of the mullion and the other side being left for a short period of time.

6 POINT-FIXED GLSS SECONDRY STEELWORKS 6 of 18 2 Typical Fixing Brackets Fin brackets are checked for the following conditions: i Symmetrical loading Symmetrical loading assumes the final state where all glass are installed and that the face glass has equal dimension on either side of the mullions. ii symmetric loading symmetric loading can happen during installation where the face glass have been installed on one-side of the mullion and the other side being left for a short period of time. Wind load can be reduced for this situation considering a temporary facility (Category I) according to SBC 301 Table Importance factor, I = 0.77 for V > 160 kph [SBC 301, Table 6.5-1] nother situation for asymmetric loading is at the corners where the width of face glass on one side is larger than that on the other side. For a most onerous design consideration, assume one side having no loads. B 1 > B 2; B 2 0 (a) Temporary asymmetric loading 0 (b) Corner asymmetric loading

POINT-FIXED GLSS SECONDRY STEELWORKS 7 of 18 2.

7 POINT-FIXED GLSS SECONDRY STEELWORKS 7 of Upper Fin bracket Forces on spider fitting F x1 = [γ D D tan(β)+ γ W W p/cos(β)] B h 1/2 F x2 = [γ D D tan(β)+ γ W Ws/cos(β)] B h 2/2 F y = γ L L F z = γ D D B H Loads D = 0.6 kn/m 2 Dead load Wp = 1.7 kn/m 2 Wind pressure FIN BRCKET MM/S275 Ws = kn/m 2 Wind suction L = 0.5 kn Live load Dimensions B = 1.5 m Mullion spacing H = 1.7 m Height of lower face glass h 2 = 1.3 m Distance to next spider fixing above h 1 = 1.7 m Distance to next spider fixing below Factored forces Bldg Facet β F x1 F x2 F y F z F x1 F x2 F y F z F x1 F x2 F y F z [ ] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] B Check Fin Plate: mm/S275 C = 670 mm Cantilever a = 102 mm Spider arm øp nt = = kn [ISC, D2] KL/r = /(10/2 3) = > 4.71 (E/F y) = F cr = / = 8.03 N/mm 2 øp nc = = kn [ISC, E3]

8 POINT-FIXED GLSS SECONDRY STEELWORKS 8 of 18 Major axis bending, lateral-torsional buckling, L bd/t 2 = /10 2 = > 0.08E/F y = M y = /6 275 = kn m øm n,y = [ /200000] = kn m [ISC, F11.2] øm n,z = /4 275 = 0.93 kn m [ISC, F11.1] i Symmetrical loading F u = -(F x1+f x2) M u,y = F z C+(F x1 F x2) a M u,z = F y C Design axial force (Positive in tension, negative in compression) Design major axis bending moment Design minor axis bending moment Ru/øR n = Fu/øP n + M u,y/øm n,y + M u,z/øm n,z 1.0 Interaction [ISC, H2] Bldg Facet β F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn [ ] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] B ii symmetric loading F u = -(F x1+f x2)/2 M u,y = F z C/2+(F x1 F x2) a/2 M u,z = F y C + F x1+f x2 a/2 Design axial force (Positive in tension, negative in compression) Design major axis bending moment Design minor axis bending moment Ru/øR n = Fu/øP n + M u,y/øm n,y + M u,z/øm n,z 1.0 Interaction [ISC, H2] Bldg Facet β F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn [ ] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] B

9 POINT-FIXED GLSS SECONDRY STEELWORKS 9 of Check Fasteners: 4 ISO4762/DIN912-M12 L/2-70 ør nt = = kn [ISC, J3.6] Thread stripping on 10mm engagement through Mullion wall/6063 T6, ør np = ( ) = kn <- governs! Bearing on 10mm engagement through Mullion wall/6063 T6, ør nb = = kn [ISC, J3.10] i Symmetrical loading considering building B, facet 2 (): R ut = 0.5/ /(2 0.23) /( ) = kn 0.57< 1.0 (): R ut = 10.57/ /(2 0.23) /( ) = 7.84 kn 0.38 < 1.0 ii symmetric loading considering building B, facet 2 (): R ut = 5.29/ /(2 0.23) /( ) = 9.83 kn 0.48 < Check end plate: 30mm 20mm 310mm/S275 C =46913/18.03 = 2602 mm 3 ISO4762/DIN912-M12 øv n = = kn [ISC, G2.1] øt n = = 0.39 kn m [ISC, H3.3] øm n = /4 275 = 0.74 kn m [ISC, F11.1] i Symmetrical loading considering building B, facet 2 (): V u = 0.5/ /0.23 = 5.55 kn T u = 0.54/2 = 0.27 kn M u =5.55 ( /2) = 0.22 kn m 0.22/0.74+ (5.55/ /0.39) 2 = 0.87 < 1.0 [ISC, H3.2] ii symmetric loading considering building B, facet 2 (): V u = 5.29/ /0.23 = 4.99 kn T u = 0.44/2 = 0.22 kn M u =4.99 ( /2) = 0.20 kn m mm/S /0.74+ (4.99/ /0.39) 2 = 0.68 < 1.0 [ISC, H3.2]

POINT-FIXED GLSS SECONDRY STEELWORKS 10 of 18 2.

10 POINT-FIXED GLSS SECONDRY STEELWORKS 10 of Lower Fin bracket FIN BRCKET MM/S275 HORIZ. BRCING SHS60 4/S235 END PLTE /S Check accommodation of floor differential movement θ allow = 20 Fitting allowable swivel θ max = tan -1 (20/200) = 5.71 < θ allow OK! M16 L/2-70

11 POINT-FIXED GLSS SECONDRY STEELWORKS 11 of Forces on spider fitting F x1 = [γ D D tan(β)+ γ W W p/cos(β)] B h 1/2 F x2 = [γ D D tan(β)+ γ W Ws/cos(β)] B h 2/2 F y = γ L L F z = γ D D B H Loads D = 0.6 kn/m 2 Dead load Wp = 1.7 kn/m 2 Wind pressure Ws = kn/m 2 Wind suction L = 0.5 kn Live load Dimensions B = 1.5 m Mullion spacing H = 4.95 m Height of lower face glass h 2 = 1.45 m Distance to next spider fixing above h 1 = 1.3 m Distance to next spider fixing below Factored forces Bldg Facet β F x1 F x2 F y F z F x1 F x2 F y F z F x1 F x2 F y F z [ ] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] B Check Fin Plate: mm/S275 C = 670 mm Cantilever a = 102 mm Spider arm øp nt = = kn [ISC, D2] KL/r = /(10/2 3) = > 4.71 (E/F y) = F cr = / = 8.03 N/mm 2 øp nc = = kn [ISC, E3] Major axis bending, lateral-torsional buckling, L bd/t 2 = /10 2 = > 1.9E/F y = F cr = / = 0.08 N/mm 2 øm n,y = / = kn m [ISC, F11.2]

12 POINT-FIXED GLSS SECONDRY STEELWORKS 12 of 18 i Symmetrical loading F u = -(F x1+f x2) M u,y = F z C+(F x1 F x2) a M u,z = 0 Design axial force (Positive in tension, negative in compression) Design major axis bending moment Design minor axis bending moment (See section 2.3.4i.) Ru/øR n = Fu/øP n + M u,y/øm n,y + M u,z/øm n,z 1.0 Interaction [ISC, H2] Bldg Facet β F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn [ ] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] B ii symmetric loading F u = -(F x1+f x2)/2 M u,y = F z C/2+(F x1 F x2) a/2 M u,z = 0 Design axial force (Positive in tension, negative in compression) Design major axis bending moment Design minor axis bending moment (See section 2.3.4i.) Ru/øR n = Fu/øP n + M u,y/øm n,y + M u,z/øm n,z 1.0 Interaction [ISC, H2] Bldg Facet β F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn [ ] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] B

POINT-FIXED GLSS SECONDRY STEELWORKS 13 of 18 2.3.4 Check Fasteners: 4 ISO4762/DIN912-M12 L/2-70 ør nt = 0.75 84.28 0.75 700 = 33.18 kn [ISC, J3.6] ør nv = 0.75 84.28 0.45 700 = 19.91 kn <- governs!

4 12 10 195 = 42.12 kn [ISC, J3.10] 485 325 405 i Symmetrical loading considering building B, facet 2 (): R ut = 9.69/4 + 3.64/(2 0.405) = 6.92 kn 0.34 < 1.

13 POINT-FIXED GLSS SECONDRY STEELWORKS 13 of Check Fasteners: 4 ISO4762/DIN912-M12 L/2-70 ør nt = = kn [ISC, J3.6] ør nv = = kn <- governs! Thread stripping on 10mm Mullion wall/6063 T6, ør np = ( ) = kn <- governs! Bearing on 10mm engagement through Mullion wall/6063 T6, ør nb = = kn [ISC, J3.10] i Symmetrical loading considering building B, facet 2 (): R ut = 9.69/ /( ) = 6.92 kn 0.34 < 1.0 ii symmetric loading considering building B, facet 2 (): R ut = 4.85/ /( ) = 3.46 kn 0.17 < Check Horizontal Bracing: SHS60 4mm/S235 øm n = = 3.19 kn m [ISC, F11.1] 2-M10 L/2-70 HORIZ. BRCING SHS60 4/S235 0 i symmetric loading considering building B, facet 2 (): R H = [ ]/1.5= 0.44 kn R V = /2/1.5 = 0.18 kn M u,z = = 0.66 kn m M u,y = = 0.27 kn m ( )/3.19 = 0.29 < 1.0 Check deflection, δ allow =1500/250 = 6.0 mm δ max = /( )= 5.45 mm 0.91< 1.0

14 POINT-FIXED GLSS SECONDRY STEELWORKS 14 of Check Bracing Fasteners: 2-M10 L/2-70 ør nt = = kn m [ISC, J3.6] ør nv = = kn m [ISC, J3.6] i symmetric loading R ut = 0.66/ /0.07 = 9.86 kn 0.43< 1.0 R uv = [(0.44/2) 2 +(0.18/2) 2 ] = 0.24 kn 0.02< 0.3 Combined tension and shear is not critical [ISC, J3.7] Check End Plate: mm/S235 øm n = /4 235 = 0.37 kn m [ISC, F11.1] i symmetric loading M u = = 0.25 kn m 0.68< 1.0

POINT-FIXED GLSS SECONDRY STEELWORKS 15 of 18 2.4

15 POINT-FIXED GLSS SECONDRY STEELWORKS 15 of Strut fixing Forces on spider fitting F x1 = [γ D D tan(β)+ γ W W p/cos(β)] B h 1/2 F x2 = [γ D D tan(β)+ γ W Ws/cos(β)] B h 2/2 F y = γ L L F z = Sw C STRUT CHS63 3.2/S235 Loads Sw = 0.1 kn/m Selfweight Wp = 1.7 kn/m 2 Wind pressure Ws = kn/m 2 Wind suction L = 0.5 kn Live load Dimensions B = 1.5 m Mullion spacing C = 0.67 m Cantilever h 2 = 1.3 m Distance to next spider fixing above h 1 = 1.3 m Distance to next spider fixing below Factored forces Bldg Facet β F x1 F x2 F y F z F x1 F x2 F y F z F x1 F x2 F y F z [ ] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] [kn] B

16 POINT-FIXED GLSS SECONDRY STEELWORKS 16 of Check Strut: SHS mm/S235 øp nt = = kn [ISC, E3] KL/r = /20.31 = < 4.71 (E/F y) = F e = / = N/mm 2 F cr = (248/453.43) 248 = N/mm 2 øp nc = = kn [ISC, E3] øm n = = 2.21 kn m [ISC, F11.1] i Symmetrical loading F u = -(F x1+f x2) M u,y = F z C/2+(F x1 F x2) a M u,z = F y C Design axial force (Positive in tension, negative in compression) Design major axis bending moment Design minor axis bending moment Ru/øR n = Fu/øP n + M u,y/øm n,y + M u,z/øm n,z 1.0 Interaction [ISC, H2] Bldg Facet β F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn [ ] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] B ii symmetric loading F u = -(F x1+f x2)/2 M u,y = F z C/2+(F x1 F x2) a/2 M u,z = F y C + F x1+f x2 a/2 Design axial force (Positive in tension, negative in compression) Design major axis bending moment Design minor axis bending moment Bldg Facet β F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn [ ] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] B

17 POINT-FIXED GLSS SECONDRY STEELWORKS 17 of Check Fin Plate: 60 10mm/S275 C = 670 mm Cantilever a = 102 mm Spider arm øp n = = kn [ISC, D2 & E3] øm n,y = /4 275 = 5.01 kn m [ISC, F11.1] øm n,z = /4 275 = 0.56 kn m [ISC, F11.1] i Symmetrical loading F u = -(F x1+f x2) M u,y = F z C/2+(F x1 F x2) a M u,z = F y C Design axial force (Positive in tension, negative in compression) Design major axis bending moment Design minor axis bending moment Ru/øR n = Fu/øP n + M u,y/øm n,y + M u,z/øm n,z 1.0 Interaction [ISC, H2] Bldg Facet β F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn [ ] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] B ii symmetric loading F u = -(F x1+f x2)/2 M u,y = F z C/2+(F x1 F x2) a/2 M u,z = F y C + F x1+f x2 a/2 Design axial force (Positive in tension, negative in compression) Design major axis bending moment Design minor axis bending moment Ru/øR n = Fu/øP n + M u,y/øm n,y + M u,z/øm n,z 1.0 Interaction [ISC, H2] Bldg Facet β F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn F u M u,y M u,z Ru/øRn [ ] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] [kn] [kn m] [kn m] [-] B

POINT-FIXED GLSS SECONDRY STEELWORKS 18 of 18 2.4.4 Check Fasteners: 2 ISO4762/DIN912-M12 L/2-70 ør nt = 0.75 84.28 0.75 700 = 33.18 kn [ISC, J3.

18 POINT-FIXED GLSS SECONDRY STEELWORKS 18 of Check Fasteners: 2 ISO4762/DIN912-M12 L/2-70 ør nt = = kn [ISC, J3.6] Thread stripping on 10mm through Mullion wall/6063 T6, ør np = ( ) = kn <- governs! Bearing on 10mm engagement through Mullion wall/6063 T6, ør nb = = kn [ISC, J3.10] i Symmetrical loading considering building B, facet 2 (): R ut = 0.07/ / /( ) = kn 0.89 < 1.0 (): R ut = 8.80/ / /( ) = kn 0.50 < 1.0 ii symmetric loading considering building B, facet 2 (): R ut = 4.4/ / /( ) = kn 0.74 < Check end plate: 30mm 20mm 190mm/S275 C =46913/18.03 = 2602 mm 3 ISO4762/DIN912-M12 øv n = = kn [ISC, G2.1] øt n = = 0.39 kn m [ISC, H3.3] øm n = /4 275 = 0.74 kn m [ISC, F11.1] i Symmetrical loading considering building B, facet 2 (): V u = 0.07/ /0.14 = 0.25 kn T u = 0.54/2 = 0.27 kn M u =0.25 ( /2) = 0.01 kn m 0.01/0.74+ (0.25/ /0.39) 2 = 0.50 < 1.0 [ISC, H3.2] ii symmetric loading considering building B, facet 2 (): V u = 4.4/ /0.14 = 2.41 kn T u = 0.44/2 = 0.22 kn M u =2.41 ( /2) = 0.10 kn m mm/S /0.74+ (2.41/ /0.39) 2 = 0.48 < 1.0 [ISC, H3.2]

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