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 THE MIDDLE EAST

DOCUMENT NO. REVISION

STR-CALC-325 0 TITLE Pages

POINT-FIXED GLASS - STEELWORKS 18

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 2 of 18

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

1.2 Materials .......................................................................................... 3

1.3 Loads ............................................................................................... 4

1.4 Wall system ...................................................................................... 5

2 Typical Fixing Brackets ................................................................. 6

2.2 Upper Fin bracket ............................................................................ 7

2.3 Lower Fin bracket .......................................................................... 10

2.4 Strut fixing ...................................................................................... 15

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 3 of 18

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] Saudi Building Code, SBC 301 – Loads and Forces Requirements. 2007

[2] AISC. Load and Resistance Factor Design Specification for Steel Hollow Structural Sections. 10 November 2000.

[3] AISC. Specification for Structural Steel Buildings. 22 June 2010.

1.1.2 Project documents and drawings

[4] King Abdullah Financial District – Basis of Design. 25 September 2009.

[5] Henning Larsen Architects. KAFD – Parcel 2.10: Façade Specifications Volume 1 of 1. 22 November 2010.

[6] 1110-210-DSC-A-101-00, KAFD – Parcel 2.10 Wind Load Calculations. 23 May 2011.

[7] 1110-210-DSC-A-102-00, KAFD – Parcel 2.10 Design Criteria.

1.1.3 System desidn drawings

[8]

1.1.4 Software Used

[9] Nemetschek. SCIA Engineer v.10.0.314. Structural Analysis & Design Software for Construction and Engineering.

1.2 Materials

Minimum properties of materials to be used.

Grade Modulus of elasticity

E [N/mm2]

Yield strength

Fy [N/mm2]

Tensile strength

Fu [N/mm2]

Steel

S235 200 000 235 360

S275 200 000 275 430

Fasteners

A2-70 - 450 700

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 4 of 18

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

1.3 Loads

1.3.1 Dead load (D)

Steel, γ = 78.5 kN/m³

Glass, qD = 25.0 kN/m³× 24mm = 0.60 kN/m2

1.3.2 Wind load (W)

The open-jointed point-fixed glass external cladding is considered to be a partially enclosed building:

Ao > 1.1Aoi

Ao > min{ 0.37 m2; 0.01Ag}; Aoi/Agi ≤ 0.20

Wind load to the air-permeable cladding, according to SBC 301 clause 7.2.2.2, 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]

A = 1.5m×5.5m/2 = 4.12 m2 Wind area considered

According to wind load calculation [6],

V = 166 kph Basic wind speed

Kh = 1.4 Topographic factor

Kzt = 1.00 Velocity pressure exposure coefficient

Kd = 0.85 Wind directionality factor

I = 1.00 Importance factor

Velocity pressure at cladding height, z = 17m,

Kz =2.01(17/275)2/9.5 = 1.12 Topographic factor [SBC 301 Table 7.2-2]

qz =0.0000473·1.12·1.0·0.85·1662·1.0= 1.24 kN/m2 Velocity pressure at height z [SBC 301 Cl.7.2.8]

i Non-corner: Zone 4

(GCp)+ = 0.9578 - 0.2146·log(4.12)= +0.82 External pressure coefficient [SBC 301 Fig.7.2-13]

(GCp)- = 0.1431·log(4.12) - 0.9385= -0.85 External pressure coefficient [SBC 301 Fig.7.2-13]

p+ = 1.24·[0.82 – (-0.55)] = +1.70 kN/m2 Cladding general pressure [SBC 301 Cl.7.2.10.4.2]

p- = 1.24·[-0.85 – 0.55] = -1.74 kN/m2 Cladding general suction [SBC 301 Cl.7.2.10.4.2]

ii Corners: Zone 5

a = max{0.1·37.5; 0.9} = 3.75 m Local corner zone

(GCp)+ = 0.9578 - 0.2146·log(4.12)= +0.82 External pressure coefficient [SBC 301 Fig.7.2-13]

(GCp)- = 0.5723·log(4.12) – 1.9541= -1.60 External pressure coefficient [SBC 301 Fig.7.2-13]

p+ = 1.24·[0.82 – (-0.55)] = +1.70 kN/m2 Cladding general pressure [SBC 301 Cl.7.2.10.4.2]

p- = 1.24·[-1.6 – 0.55] = -2.67 kN/m2 Cladding general suction [SBC 301 Cl.7.2.10.4.2]

1.3.3 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

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 5 of 18

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

1.4 Wall system

Figure 1.4-1 Typical elevation and section

TYPICAL UPPER FIN BRACKET (SEE SECTION 2.2)

TYPICAL LOWER FIN BRACKET (SEE SECTION 2.3)

TYPICAL STRUT (SEE SECTION 2.4)

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 6 of 18

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 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 Asymmetric loading

Asymmetric 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 1.6-1.

Importance factor, I = 0.77 for V > 160 kph [SBC 301, Table 6.5-1]

Another 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.

B1 > B2; B2 ≈ 0

(a) Temporary asymmetric loading (b) Corner asymmetric loading

0

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 7 of 18

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 Upper Fin bracket

2.2.1 Forces on spider fitting

Fx1 = [γD·D·tan(β)+ γW·Wp/cos(β)]·B·h1/2

Fx2 = [γD·D·tan(β)+ γW·Ws/cos(β)]·B·h2/2

Fy = γL·L

Fz = γD·D·B·H

Loads

D = 0.6 kN/m 2 Dead load

Wp = 1.7 kN/m 2 Wind pressure

Ws = -2.67 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

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]

2 -14.5 -0.24 -0.18 0.8 1.84 3.34 2.56 0.25 1.84 -5.86 -4.48 0.25 1.84

5 5.1 0.08 0.06 0.8 1.84 3.56 2.73 0.25 1.84 -5.39 -4.12 0.25 1.84

6 0.0 0.00 0.00 0.8 1.84 3.47 2.65 0.25 1.84 -5.45 -4.17 0.25 1.84

8 -12.8 -0.21 -0.16 0.8 1.84 3.35 2.56 0.25 1.84 -5.79 -4.43 0.25 1.84

1 0.0 0.00 0.00 0.8 1.84 3.47 2.65 0.25 1.84 -5.45 -4.17 0.25 1.84

2 -17.3 -0.29 -0.22 0.8 1.84 3.35 2.56 0.25 1.84 -5.99 -4.58 0.25 1.84

5 -5.8 -0.09 -0.07 0.8 1.84 3.39 2.59 0.25 1.84 -5.57 -4.26 0.25 1.84

6 3.1 0.05 0.04 0.8 1.84 3.52 2.69 0.25 1.84 -5.41 -4.13 0.25 1.84

9 0.0 0.00 0.00 0.8 1.84 3.47 2.65 0.25 1.84 -5.45 -4.17 0.25 1.84

1.2D+1.6L

A

B

Bldg Facet

1.2D+1.6Wp+0.5L 1.2D+1.6Ws+0.5L

2.2.2 Check Fin Plate: 150×10mm/S275

C = 670 mm Cantilever

a = 102 mm Spider arm

øPnt = 0.9·150·10·275 = 371.25 kN [AISC, D2]

KL/r = 2.0·670/(10/2√3) = 464.19 > 4.71√(E/Fy) = 127.02

Fcr = 0.877·3.14162·200000/464.192 = 8.03 N/mm2

øPnc = 0.9·150·10·8.03 = 10.84 kN [AISC, E3]

FIN BRACKET 150×10MM/S275

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 8 of 18

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

Major axis bending, lateral-torsional buckling,

Lbd/t2 = 670·150/102 = 1005.0 > 0.08E/Fy = 58.18

My = 1502·10/6·275 = 10.31 kN·m

øMn,y = 0.9·1.0[1.52 – 0.274·1005·275/200000]·10.31

= 10.59 kN·m [AISC, F11.2]

øMn,z = 0.9·150·102/4·275 = 0.93 kN·m [AISC, F11.1]

i Symmetrical loading

Fu = -(Fx1+Fx2) Design axial force (Positive in tension, negative in compression)

Mu,y = Fz·C+(Fx1–Fx2)·a Design major axis bending moment

Mu,z = Fy·C Design minor axis bending moment

Ru/øRn = Fu/øPn + Mu,y/øMn,y + Mu,z/øMn,z ≤ 1.0 Interaction [AISC, H2]

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] [-]

2 -14.5 0.42 1.22 0.54 0.69 -5.90 1.31 0.17 0.85 10.35 1.09 0.17 0.31

5 5.1 -0.15 1.23 0.54 0.71 -6.29 1.32 0.17 0.88 9.51 1.10 0.17 0.31

6 0.0 0.00 1.23 0.54 0.69 -6.12 1.31 0.17 0.87 9.61 1.10 0.17 0.31

8 -12.8 0.37 1.23 0.54 0.69 -5.91 1.31 0.17 0.85 10.23 1.09 0.17 0.31

1 0.0 0.00 1.23 0.54 0.69 -6.12 1.31 0.17 0.87 9.61 1.10 0.17 0.31

2 -17.3 0.50 1.22 0.54 0.69 -5.91 1.31 0.17 0.85 10.57 1.09 0.17 0.31

5 -5.8 0.16 1.23 0.54 0.69 -5.99 1.31 0.17 0.86 9.82 1.10 0.17 0.31

6 3.1 -0.09 1.23 0.54 0.70 -6.22 1.31 0.17 0.88 9.54 1.10 0.17 0.31

9 0.0 0.00 1.23 0.54 0.69 -6.12 1.31 0.17 0.87 9.61 1.10 0.17 0.31

0.71 0.88 0.31

1.2D+1.6Wp+0.5L 1.2D+1.6Ws+0.5L1.2D+1.6L

Bldg Facet

A

B

ii Asymmetric loading

Fu = -(Fx1+Fx2)/2 Design axial force (Positive in tension, negative in compression)

Mu,y = Fz·C/2+(Fx1–Fx2)·a/2 Design major axis bending moment

Mu,z = Fy·C +|Fx1+Fx2|·a/2 Design minor axis bending moment

Ru/øRn = Fu/øPn + Mu,y/øMn,y + Mu,z/øMn,z ≤ 1.0 Interaction [AISC, H2]

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] [-]

2 -14.5 0.21 0.61 0.55 0.65 -2.95 0.66 0.32 0.68 5.17 0.54 0.43 0.53

5 5.1 -0.07 0.62 0.54 0.65 -3.14 0.66 0.33 0.70 4.75 0.55 0.41 0.51

6 0.0 0.00 0.62 0.54 0.63 -3.06 0.66 0.32 0.69 4.81 0.55 0.41 0.51

8 -12.8 0.18 0.61 0.55 0.64 -2.95 0.66 0.32 0.68 5.11 0.55 0.43 0.53

1 0.0 0.00 0.62 0.54 0.63 -3.06 0.66 0.32 0.69 4.81 0.55 0.41 0.51

2 -17.3 0.25 0.61 0.55 0.65 -2.95 0.66 0.32 0.68 5.29 0.54 0.44 0.54

5 -5.8 0.08 0.61 0.54 0.64 -2.99 0.66 0.32 0.68 4.91 0.55 0.42 0.51

6 3.1 -0.04 0.62 0.54 0.64 -3.11 0.66 0.33 0.70 4.77 0.55 0.41 0.51

9 0.0 0.00 0.62 0.54 0.63 -3.06 0.66 0.32 0.69 4.81 0.55 0.41 0.51

0.65 0.70 0.54

A

B

1.2D+1.6L

Bldg Facet

1.2D+1.6Wp+0.5L 1.2D+1.6Ws+0.5L

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 9 of 18

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

2.2.3 Check Fasteners: 4×ISO4762/DIN912-M12×L/A2-70

øRnt = 0.75·84.28·0.75·700 = 33.18 kN [AISC, J3.6]

Thread stripping on 10mm engagement through Mullion wall/6063 T6,

øRnp = 0.75·3.1416·12·(10-1.75)·0.45·195

= 20.47 kN <- governs!

Bearing on 10mm engagement through Mullion wall/6063 T6,

øRnb = 0.75·2.4·12·10·195 = 42.12 kN [AISC, J3.10]

i Symmetrical loading considering building B, facet 2

(1.2D+1.6L):

Rut = 0.5/4 + 1.22/(2·0.23) + 0.54/(4·0.015)

= 11.77 kN 0.57< 1.0

(1.2D+1.6Ws+0.5L):

Rut = 10.57/4 + 1.09/(2·0.23) + 0.17/(4·0.015)

= 7.84 kN 0.38 < 1.0

ii Asymmetric loading considering building B, facet 2

(1.2D+1.6Ws+0.5L):

Rut = 5.29/4 + 0.54/(2·0.23) + 0.44/(4·0.015)

= 9.83 kN 0.48 < 1.0

2.2.4 Check end plate: 30mm×20mm×310mm/S275

C =46913/18.03 = 2602 mm3

øVn = 0.9·30·20·0.6·275 = 89.10 kN [AISC, G2.1]

øTn = 0.9·2602·0.6·275 = 0.39 kN·m [AISC, H3.3]

øMn = 0.9·30·202/4·275 = 0.74 kN·m [AISC, F11.1]

i Symmetrical loading considering building B, facet 2

(1.2D+1.6L):

Vu = 0.5/2 + 1.22/0.23 = 5.55 kN

Tu = 0.54/2 = 0.27 kN

Mu =5.55·(0.025+0.03/2) = 0.22 kN·m

0.22/0.74+ (5.55/89.1 + 0.27/0.39)2

= 0.87 < 1.0 [AISC, H3.2]

ii Asymmetric loading considering building B, facet 2

(1.2D+1.6Ws+0.5L):

Vu = 5.29/2 + 0.54/0.23 = 4.99 kN

Tu = 0.44/2 = 0.22 kN

Mu =4.99·(0.025+0.03/2) = 0.20 kN·m

0.20/0.74+ (4.99/89.10 + 0.22/0.39)2

= 0.68 < 1.0 [AISC, H3.2]

30×20×310mm/S275

ISO4762/DIN912-M12

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 10 of 18

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

2.3 Lower Fin bracket

2.3.1 Check accommodation of floor differential movement

θallow = 20 ° Fitting allowable swivel

θmax = tan-1(20/200) = 5.71 ° < θallow ∴ OK!

FIN BRACKET 325×10MM/S275

M16×L/A2-70

HORIZ. BRACING SHS60×4/S235

END PLATE 30×20×485/S275

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 11 of 18

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

2.3.2 Forces on spider fitting

Fx1 = [γD·D·tan(β)+ γW·Wp/cos(β)]·B·h1/2

Fx2 = [γD·D·tan(β)+ γW·Ws/cos(β)]·B·h2/2

Fy = γL·L

Fz = γD·D·B·H

Loads

D = 0.6 kN/m2 Dead load

Wp = 1.7 kN/m2 Wind pressure

Ws = -2.67 kN/m2 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

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]

2 -14.5 -0.18 -0.20 0.8 5.35 2.56 2.85 0.25 5.35 -4.48 -5.00 0.25 5.35

5 5.1 0.06 0.07 0.8 5.35 2.73 3.04 0.25 5.35 -4.12 -4.59 0.25 5.35

6 0.0 0.00 0.00 0.8 5.35 2.65 2.96 0.25 5.35 -4.17 -4.65 0.25 5.35

8 -12.8 -0.16 -0.18 0.8 5.35 2.56 2.86 0.25 5.35 -4.43 -4.94 0.25 5.35

1 0.0 0.00 0.00 0.8 5.35 2.65 2.96 0.25 5.35 -4.17 -4.65 0.25 5.35

2 -17.3 -0.22 -0.24 0.8 5.35 2.56 2.85 0.25 5.35 -4.58 -5.11 0.25 5.35

5 -5.8 -0.07 -0.08 0.8 5.35 2.59 2.89 0.25 5.35 -4.26 -4.75 0.25 5.35

6 3.1 0.04 0.04 0.8 5.35 2.69 3.00 0.25 5.35 -4.13 -4.61 0.25 5.35

9 0.0 0.00 0.00 0.8 5.35 2.65 2.96 0.25 5.35 -4.17 -4.65 0.25 5.35

1.2D+1.6L

A

B

Bldg Facet

1.2D+1.6Wp+0.5L 1.2D+1.6Ws+0.5L

2.3.3 Check Fin Plate: 325×10mm/S275

C = 670 mm Cantilever

a = 102 mm Spider arm

øPnt = 0.9·325·10·275 = 804.38 kN [AISC, D2]

KL/r = 2.0·670/(10/2√3) = 464.19 > 4.71√(E/Fy) = 127.02

Fcr = 0.877·3.14162·200000/464.192 = 8.03 N/mm2

øPnc = 0.9·325·10·8.03 = 23.49 kN [AISC, E3]

Major axis bending, lateral-torsional buckling,

Lbd/t2 = 670·325/102 = 2177.5 > 1.9E/Fy = 1381.82

Fcr = 1.9·200000·1.0/2177.52 = 0.08 N/mm2

øMn,y = 0.9·10·3252/6·0.08 = 12.68 kN·m [AISC, F11.2]

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 12 of 18

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

i Symmetrical loading

Fu = -(Fx1+Fx2) Design axial force (Positive in tension, negative in compression)

Mu,y = Fz·C+(Fx1–Fx2)·a Design major axis bending moment

Mu,z = 0 Design minor axis bending moment (See section 2.3.4i.)

Ru/øRn = Fu/øPn + Mu,y/øMn,y + Mu,z/øMn,z ≤ 1.0 Interaction [AISC, H2]

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] [-]

2 -14.5 0.38 3.58 0 0.28 -5.41 3.55 0 0.51 9.48 3.63 0 0.30

5 5.1 -0.13 3.58 0 0.29 -5.77 3.55 0 0.53 8.71 3.63 0 0.30

6 0.0 0.00 3.58 0 0.28 -5.61 3.55 0 0.52 8.81 3.63 0 0.30

8 -12.8 0.34 3.58 0 0.28 -5.42 3.55 0 0.51 9.37 3.63 0 0.30

1 0.0 0.00 3.58 0 0.28 -5.61 3.55 0 0.52 8.81 3.63 0 0.30

2 -17.3 0.46 3.58 0 0.28 -5.41 3.55 0 0.51 9.69 3.64 0 0.30

5 -5.8 0.15 3.58 0 0.28 -5.49 3.55 0 0.51 9.01 3.63 0 0.30

6 3.1 -0.08 3.58 0 0.29 -5.70 3.55 0 0.52 8.74 3.63 0 0.30

9 0.0 0.00 3.58 0 0.28 -5.61 3.55 0 0.52 8.81 3.63 0 0.30

0.29 0.53 0.30

1.2D+1.6Wp+0.5L 1.2D+1.6Ws+0.5L1.2D+1.6L

Bldg Facet

A

B

ii Asymmetric loading

Fu = -(Fx1+Fx2)/2 Design axial force (Positive in tension, negative in compression)

Mu,y = Fz·C/2+(Fx1–Fx2)·a/2 Design major axis bending moment

Mu,z = 0 Design minor axis bending moment (See section 2.3.4i.)

Ru/øRn = Fu/øPn + Mu,y/øMn,y + Mu,z/øMn,z ≤ 1.0 Interaction [AISC, H2]

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] [-]

2 -14.5 0.19 1.79 0 0.14 -2.71 1.78 0 0.26 4.74 1.82 0 0.15

5 5.1 -0.07 1.79 0 0.14 -2.88 1.77 0 0.26 4.36 1.82 0 0.15

6 0.0 0.00 1.79 0 0.14 -2.81 1.78 0 0.26 4.41 1.82 0 0.15

8 -12.8 0.17 1.79 0 0.14 -2.71 1.78 0 0.26 4.69 1.82 0 0.15

1 0.0 0.00 1.79 0 0.14 -2.81 1.78 0 0.26 4.41 1.82 0 0.15

2 -17.3 0.23 1.79 0 0.14 -2.71 1.78 0 0.26 4.85 1.82 0 0.15

5 -5.8 0.07 1.79 0 0.14 -2.74 1.78 0 0.26 4.50 1.82 0 0.15

6 3.1 -0.04 1.79 0 0.14 -2.85 1.78 0 0.26 4.37 1.82 0 0.15

9 0.0 0.00 1.79 0 0.14 -2.81 1.78 0 0.26 4.41 1.82 0 0.15

0.14 0.26 0.15

A

B

1.2D+1.6L

Bldg Facet

1.2D+1.6Wp+0.5L 1.2D+1.6Ws+0.5L

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 13 of 18

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

2.3.4 Check Fasteners: 4×ISO4762/DIN912-M12×L/A2-70

øRnt = 0.75·84.28·0.75·700 = 33.18 kN [AISC, J3.6]

øRnv = 0.75·84.28·0.45·700 = 19.91 kN <- governs!

Thread stripping on 10mm Mullion wall/6063 T6,

øRnp = 0.75·3.1416·12·(10-1.75)·0.45·195

= 20.47 kN <- governs!

Bearing on 10mm engagement through Mullion wall/6063 T6,

øRnb = 0.75·2.4·12·10·195 = 42.12 kN [AISC, J3.10]

i Symmetrical loading considering building B, facet 2

(1.2D+1.6Ws+0.5L):

Rut = 9.69/4 + 3.64/(2·0.405) = 6.92 kN 0.34 < 1.0

ii Asymmetric loading considering building B, facet 2

(1.2D+1.6Ws+0.5L):

Rut = 4.85/4 + 1.82/(2·0.405) = 3.46 kN 0.17 < 1.0

2.3.5 Check Horizontal Bracing: SHS60×4mm/S235

øMn = 0.9·15.1·235 = 3.19 kN·m [AISC, F11.1]

i Asymmetric loading considering building B, facet 2

(1.2D+1.6Ws+0.5L):

RH = [4.85·0.102 + 0.5·0.5·0.67]/1.5= 0.44 kN

RV = 5.35·0.102/2/1.5 = 0.18 kN

Mu,z = 0.44·1.5 = 0.66 kN·m

Mu,y = 0.18·1.5 = 0.27 kN·m

(0.66+0.27)/3.19 = 0.29 < 1.0

Check deflection,

δallow =1500/250 = 6.0 mm

δmax =440·15003/(3·200000·454000)= 5.45 mm 0.91< 1.0

325

485

HORIZ. BRACING SHS60×4/S235

2-M10 ×L/A2-70

405

0

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 14 of 18

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

2.3.6 Check Bracing Fasteners: 2-M10×L/A2-70

øRnt = 0.75·58·0.75·700 = 22.84 kN·m [AISC, J3.6]

øRnv = 0.75·58·0.45·700 = 13.70 kN·m [AISC, J3.6]

i Asymmetric loading

Rut = 0.66/0.11+0.27/0.07 = 9.86 kN 0.43< 1.0

Ruv = √[(0.44/2)2+(0.18/2)2] = 0.24 kN 0.02< 0.3

∴ Combined tension and shear is not critical [AISC, J3.7]

2.3.7 Check End Plate: 160×70×10mm/S235

øMn = 0.9·70·102/4·235 = 0.37 kN·m [AISC, F11.1]

i Asymmetric loading

Mu = 9.86·0.025 = 0.25 kN·m 0.68< 1.0

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 15 of 18

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

2.4 Strut fixing

2.4.1 Forces on spider fitting

Fx1 = [γD·D·tan(β)+ γW·Wp/cos(β)]·B·h1/2

Fx2 = [γD·D·tan(β)+ γW·Ws/cos(β)]·B·h2/2

Fy = γL·L

Fz = Sw·C

Loads

Sw = 0.1 kN/m Selfweight

Wp = 1.7 kN/m 2 Wind pressure

Ws = -2.67 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

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]

2 -14.5 -0.03 -0.03 0.8 0.08 2.71 2.71 0.25 0.08 -4.33 -4.33 0.25 0.08

5 5.1 0.01 0.01 0.8 0.08 2.67 2.67 0.25 0.08 -4.17 -4.17 0.25 0.08

6 0.0 0.00 0.00 0.8 0.08 2.65 2.65 0.25 0.08 -4.17 -4.17 0.25 0.08

8 -12.8 -0.03 -0.03 0.8 0.08 2.69 2.69 0.25 0.08 -4.30 -4.30 0.25 0.08

1 0.0 0.00 0.00 0.8 0.08 2.65 2.65 0.25 0.08 -4.17 -4.17 0.25 0.08

2 -17.3 -0.04 -0.04 0.8 0.08 2.74 2.74 0.25 0.08 -4.40 -4.40 0.25 0.08

5 -5.8 -0.01 -0.01 0.8 0.08 2.65 2.65 0.25 0.08 -4.20 -4.20 0.25 0.08

6 3.1 0.01 0.01 0.8 0.08 2.66 2.66 0.25 0.08 -4.16 -4.16 0.25 0.08

9 0.0 0.00 0.00 0.8 0.08 2.65 2.65 0.25 0.08 -4.17 -4.17 0.25 0.08

1.2D+1.6L

A

B

Bldg Facet

1.2D+1.6Wp+0.5L 1.2D+1.6Ws+0.5L

STRUT CHS63×3.2/S235

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 16 of 18

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

2.4.2 Check Strut: SHS 60.3×3.2mm/S235

øPnt = 0.9·235·531 = 112.31 kN [AISC, E3]

KL/r = 2.0·670/20.31 = 65.98 < 4.71√(E/Fy) = 137.40

Fe = 3.14162·200000/65.982 = 453.43 N/mm2

Fcr = 0.658(248/453.43)·248 = 197.26 N/mm2

øPnc = 0.9·197.26·531 = 94.27 kN [AISC, E3]

øMn = 0.9·235·10441 = 2.21 kN·m [AISC, F11.1]

i Symmetrical loading

Fu = -(Fx1+Fx2) Design axial force (Positive in tension, negative in compression)

Mu,y = Fz·C/2+(Fx1–Fx2)·a Design major axis bending moment

Mu,z = Fy·C Design minor axis bending moment

Ru/øRn = Fu/øPn + Mu,y/øMn,y + Mu,z/øMn,z ≤ 1.0 Interaction [AISC, H2]

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] [-]

2 -14.5 0.06 0.03 0.54 0.26 -5.42 0.03 0.17 0.15 8.66 0.03 0.17 0.17

5 5.1 -0.02 0.03 0.54 0.25 -5.35 0.03 0.17 0.14 8.34 0.03 0.17 0.16

6 0.0 0.00 0.03 0.54 0.25 -5.30 0.03 0.17 0.14 8.33 0.03 0.17 0.16

8 -12.8 0.05 0.03 0.54 0.26 -5.39 0.03 0.17 0.15 8.60 0.03 0.17 0.16

1 0.0 0.00 0.03 0.54 0.25 -5.30 0.03 0.17 0.14 8.33 0.03 0.17 0.16

2 -17.3 0.07 0.03 0.54 0.26 -5.48 0.03 0.17 0.15 8.80 0.03 0.17 0.17

5 -5.8 0.02 0.03 0.54 0.25 -5.31 0.03 0.17 0.14 8.40 0.03 0.17 0.16

6 3.1 -0.01 0.03 0.54 0.25 -5.32 0.03 0.17 0.14 8.33 0.03 0.17 0.16

9 0.0 0.00 0.03 0.54 0.25 -5.30 0.03 0.17 0.14 8.33 0.03 0.17 0.16

0.26 0.15 0.17

1.2D+1.6Wp+0.5L 1.2D+1.6Ws+0.5L1.2D+1.6L

Bldg Facet

A

B

ii Asymmetric loading

Fu = -(Fx1+Fx2)/2 Design axial force (Positive in tension, negative in compression)

Mu,y = Fz·C/2+(Fx1–Fx2)·a/2 Design major axis bending moment

Mu,z = Fy·C +|Fx1+Fx2|·a/2 Design minor axis bending moment

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] [-]

2 -14.5 0.03 0.03 0.54 0.26 -2.71 0.03 0.31 0.18 4.33 0.03 0.39 0.23

5 5.1 -0.01 0.03 0.54 0.26 -2.67 0.03 0.30 0.18 4.17 0.03 0.38 0.22

6 0.0 0.00 0.03 0.54 0.25 -2.65 0.03 0.30 0.18 4.17 0.03 0.38 0.22

8 -12.8 0.03 0.03 0.54 0.26 -2.69 0.03 0.30 0.18 4.30 0.03 0.39 0.23

1 0.0 0.00 0.03 0.54 0.25 -2.65 0.03 0.30 0.18 4.17 0.03 0.38 0.22

2 -17.3 0.04 0.03 0.54 0.26 -2.74 0.03 0.31 0.18 4.40 0.03 0.39 0.23

5 -5.8 0.01 0.03 0.54 0.26 -2.65 0.03 0.30 0.18 4.20 0.03 0.38 0.22

6 3.1 -0.01 0.03 0.54 0.25 -2.66 0.03 0.30 0.18 4.16 0.03 0.38 0.22

9 0.0 0.00 0.03 0.54 0.25 -2.65 0.03 0.30 0.18 4.17 0.03 0.38 0.22

0.26 0.18 0.23

A

B

1.2D+1.6L

Bldg Facet

1.2D+1.6Wp+0.5L 1.2D+1.6Ws+0.5L

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 17 of 18

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

2.4.3 Check Fin Plate: 60×10mm/S275

C = 670 mm Cantilever

a = 102 mm Spider arm

øPn = 0.9·90·10·275 = 222.75 kN [AISC, D2 & E3]

øMn,y = 0.9·902·10/4·275 = 5.01 kN·m [AISC, F11.1]

øMn,z = 0.9·90·102/4·275 = 0.56 kN·m [AISC, F11.1]

i Symmetrical loading

Fu = -(Fx1+Fx2) Design axial force (Positive in tension, negative in compression)

Mu,y = Fz·C/2+(Fx1–Fx2)·a Design major axis bending moment

Mu,z = Fy·C Design minor axis bending moment

Ru/øRn = Fu/øPn + Mu,y/øMn,y + Mu,z/øMn,z ≤ 1.0 Interaction [AISC, H2]

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] [-]

2 -14.5 0.06 0.03 0.54 0.96 -5.42 0.03 0.17 0.33 8.66 0.03 0.17 0.34

5 5.1 -0.02 0.03 0.54 0.96 -5.35 0.03 0.17 0.33 8.34 0.03 0.17 0.34

6 0.0 0.00 0.03 0.54 0.96 -5.30 0.03 0.17 0.33 8.33 0.03 0.17 0.34

8 -12.8 0.05 0.03 0.54 0.96 -5.39 0.03 0.17 0.33 8.60 0.03 0.17 0.34

1 0.0 0.00 0.03 0.54 0.96 -5.30 0.03 0.17 0.33 8.33 0.03 0.17 0.34

2 -17.3 0.07 0.03 0.54 0.96 -5.48 0.03 0.17 0.33 8.80 0.03 0.17 0.34

5 -5.8 0.02 0.03 0.54 0.96 -5.31 0.03 0.17 0.33 8.40 0.03 0.17 0.34

6 3.1 -0.01 0.03 0.54 0.96 -5.32 0.03 0.17 0.33 8.33 0.03 0.17 0.34

9 0.0 0.00 0.03 0.54 0.96 -5.30 0.03 0.17 0.33 8.33 0.03 0.17 0.34

0.96 0.33 0.34

1.2D+1.6Wp+0.5L 1.2D+1.6Ws+0.5L

A

B

Bldg Facet

1.2D+1.6L

ii Asymmetric loading

Fu = -(Fx1+Fx2)/2 Design axial force (Positive in tension, negative in compression)

Mu,y = Fz·C/2+(Fx1–Fx2)·a/2 Design major axis bending moment

Mu,z = Fy·C +|Fx1+Fx2|·a/2 Design minor axis bending moment

Ru/øRn = Fu/øPn + Mu,y/øMn,y + Mu,z/øMn,z ≤ 1.0 Interaction [AISC, H2]

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] [-]

2 -14.5 0.03 0.03 0.54 0.97 -2.71 0.03 0.31 0.56 4.33 0.03 0.39 0.72

5 5.1 -0.01 0.03 0.54 0.96 -2.67 0.03 0.30 0.56 4.17 0.03 0.38 0.70

6 0.0 0.00 0.03 0.54 0.96 -2.65 0.03 0.30 0.56 4.17 0.03 0.38 0.70

8 -12.8 0.03 0.03 0.54 0.97 -2.69 0.03 0.30 0.56 4.30 0.03 0.39 0.72

1 0.0 0.00 0.03 0.54 0.96 -2.65 0.03 0.30 0.56 4.17 0.03 0.38 0.70

2 -17.3 0.04 0.03 0.54 0.97 -2.74 0.03 0.31 0.57 4.40 0.03 0.39 0.72

5 -5.8 0.01 0.03 0.54 0.96 -2.65 0.03 0.30 0.56 4.20 0.03 0.38 0.71

6 3.1 -0.01 0.03 0.54 0.96 -2.66 0.03 0.30 0.56 4.16 0.03 0.38 0.70

9 0.0 0.00 0.03 0.54 0.96 -2.65 0.03 0.30 0.56 4.17 0.03 0.38 0.70

0.97 0.57 0.72

1.2D+1.6Wp+0.5L 1.2D+1.6Ws+0.5L

A

B

Bldg Facet

1.2D+1.6L

PROJECT NAME DATE

SAMPLE PROJECT IN THE MIDDLE EAST TITLE REVISION PAGES

POINT-FIXED GLASS – SECONDARY STEELWORKS 18 of 18

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

2.4.4 Check Fasteners: 2×ISO4762/DIN912-M12×L/A2-70

øRnt = 0.75·84.28·0.75·700 = 33.18 kN [AISC, J3.6]

Thread stripping on 10mm through Mullion wall/6063 T6,

øRnp = 0.75·3.1416·12·(10-1.75)·0.45·195

= 20.47 kN <- governs!

Bearing on 10mm engagement through Mullion wall/6063 T6,

øRnb = 0.75·2.4·12·10·195 = 42.12 kN [AISC, J3.10]

i Symmetrical loading considering building B, facet 2

(1.2D+1.6L):

Rut = 0.07/2 + 0.03/0.14 + 0.54/(2·0.015)

= 18.25 kN 0.89 < 1.0

(1.2D+1.6Ws+0.5L):

Rut = 8.80/2 + 0.03/0.14 + 0.17/(2·0.015)

= 10.28 kN 0.50 < 1.0

ii Asymmetric loading considering building B, facet 2

(1.2D+1.6Ws+0.5L):

Rut = 4.4/2 + 0.03/0.14 + 0.38/(2·0.015)

= 15.08 kN 0.74 < 1.0

2.4.5 Check end plate: 30mm×20mm×190mm/S275

C =46913/18.03 = 2602 mm3

øVn = 0.9·30·20·0.6·275 = 89.10 kN [AISC, G2.1]

øTn = 0.9·2602·0.6·275 = 0.39 kN·m [AISC, H3.3]

øMn = 0.9·30·202/4·275 = 0.74 kN·m [AISC, F11.1]

i Symmetrical loading considering building B, facet 2

(1.2D+1.6L):

Vu = 0.07/2 + 0.03/0.14 = 0.25 kN

Tu = 0.54/2 = 0.27 kN

Mu =0.25·(0.025+0.03/2) = 0.01 kN·m

0.01/0.74+ (0.25/89.1 + 0.27/0.39)2

= 0.50 < 1.0 [AISC, H3.2]

ii Asymmetric loading considering building B, facet 2

(1.2D+1.6Ws+0.5L):

Vu = 4.4/2 + 0.03/0.14 = 2.41 kN

Tu = 0.44/2 = 0.22 kN

Mu =2.41·(0.025+0.03/2) = 0.10 kN·m

0.10/0.74+ (2.41/89.10 + 0.22/0.39)2

= 0.48 < 1.0 [AISC, H3.2]

30×20×190mm/S275

ISO4762/DIN912-M12