OCUMENT . R STR-CALC-618 0 · 2020-03-09 · PROJECT AMEN DATE SAMPLE PROJECT IN LONDON TITLE...

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 LONDON

DOCUMENT NO. REVISION

STR-CALC-618 0 TITLE Pages

CURTAIN WALL – STICK SYSTEM 55

PROJECT NAME DATE

SAMPLE PROJECT IN LONDON TITLE REVISION PAGES

CURTAIN WALL – STICK SYSTEM 2 of 55


Contents

1 References ............................................................................................................. 3

1.1 Document references .............................................................................................. 3

1.2 System Design Catalogue ...................................................................................... 3

1.3 Building materials .................................................................................................... 3

1.4 Symbols and Annotations ....................................................................................... 3

1.5 Loads ...................................................................................................................... 4

1.6 Deflection limits ....................................................................................................... 4

2 Overview ................................................................................................................ 5

3 Framing members ................................................................................................. 6

3.1 Mullion, M1 (h ≤ 7.25 m) ......................................................................................... 6

3.2 Mullion, M2 (h ≤ 5.3 m) ........................................................................................... 7

3.3 Mullion, M3 (h ≤ 2.0 m) ........................................................................................... 8

3.4 Transoms ................................................................................................................ 9

4 Joints and connections ...................................................................................... 11

4.1 Glass support ........................................................................................................ 11

4.2 Toggle fixing .......................................................................................................... 12

4.3 T1/M1 connection ................................................................................................. 14

4.4 T2/M1 connection ................................................................................................. 15

5 Brackets and anchors ........................................................................................ 16

5.1 Base bracket for M1 .............................................................................................. 16



5.4 Top bracket for M1 ................................................................................................ 24

5.5 Top bracket for M2 ................................................................................................ 26

5.6 Top bracket for M3 ................................................................................................ 28

6 Glass .................................................................................................................... 30

6.1 Design Approach .................................................................................................. 30

6.2 Glass list (Summary) ............................................................................................. 31

6.3 Glass check GT-1 ................................................................................................. 32

6.4 Glass check GT-2 ................................................................................................. 44

PROJECT NAME DATE




1 References

1.1 Document references

1.1.1 Norms and standards

[1] BS EN 1990:2002 & UK NA, Eurocode – Basis of structural design.

[2] BS EN 1993-1-1, Eurocode 3 – Design of steel structures – Part 1-1: General rules.

[3] BS EN 1993-1-8, Eurocode 3 – Design of steel structures – Part 1-8: Design of joints.

[4] BS EN 13830:2003, Curtain walling – Product Standard.

[5] TRLV 2006, Technische Regeln für die Verwendung von linienförmig gelagerten Verglasungen.

[6] prEN 13474-1:1999, Glass in building – Design of glass panes – Part 1: General basis of design.

[7] Raico. Therm+ SG-Facades – Technical Execution and Installation.

1.1.2 Project specific documents

[8] PT_007-LFL-CA401, Loads and load combinations.

[9] Performance Specification for the installation of curtain wall, window, door, rainscreen, louvre, balcony cladding and balustrade systems, Sixth issue. 17 May 2013.

[10] Cladding pressures, Final report. 21 April 2008.

1.2 System Design Catalogue

[11] PT_007-LFL-E(31)L43-XX-5006, EWS05 L.43 Viewing Gallery - Elevation

[12] PT_007-LFL-L(31)L43-XX-2244, EWS05 L.43 Viewing Gallery - Plan

[13] PT_007-LFL-SE(31)L43-XX-1171, EWS05 L.43 Viewing Gallery – Base bracket vertical section

[14] PT_007-LFL-SE(31)L43-XX-5128, EWS05 L.43 Viewing Gallery – Head bracket vertical section

[15] PT_007-LFL-SE(31)L43-XX-5129, EWS05 L.43 Viewing Gallery – Base bracket vertical section

[16] PT_007-LFL-SE(31)L43-XX-5131, EWS05 L.43 Viewing Gallery – Intermediate transom vertical section

[17] PT_007-LFL-SE(31)L43-XX-5134, EWS05 L.43 Viewing Gallery – Head bracket vertical section

1.3 Building materials

Unless otherwise specifically noted the following minimum properties of materials are to be used

Member Material Grade Yield stress

fy [N/mm2]

Tensile stress

fu [N/mm2]

Secondary framing Steel sections S235 (min) 235 360

Brackets Steel plates S235 (min) 235 360

Fasteners Steel bolts 4.6 (min) 240 400

External fasteners A2 / A4 [1.4301/1.4401] Grade 70 [CW] 450 700

1.4 Symbols and Annotations

The following calculations use Engineering symbols and annotations in accordance with BS EN 1990 and 1991, BS EN 1993 and BS EN 1999 for loads, steel design and aluminium design, respectively.

PROJECT NAME DATE




1.5 Loads

1.5.1 Dead load including selfweights (D)

Selfweight of structural members are considered by the analysis software. Other permanent attachments to the structure are to be considered to the individual conditions of the wall system.

Vision ≤ 25.0 kN/m3 - unit weight weigh of glass

1.5.2 Wind load (W)

In accordance with load report [8] based on RWDI wind tunnel test [10]:

i. L.43 Viewing gallery (South)

Net pressure, wp = +1.25 kN/m2

Net suction, ws = -1.25 kN/m2

ii. L.43 Plant (North)

Net pressure, wp = +1.00 kN/m2

Net suction, ws = -1.50 kN/m2

1.5.3 Imposed/live load, (L)

In accordance with the load report [8] based on Wintech specification [9]:

i. Vertical load to internal ledges and horizontal mebers/surfaces

Line load, qIv,k = 0.6 kN/m - Vertical load to internal ledges and horizontal members/surfaces

Point load, QIv,k = 1.0 kN - Vertical load to internal ledges and horizontal members/surfaces

ii. Barrier horizontal loads

The most onerous of the following:

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 within a height of 1. m above FFL

iii. Maintenance

Point load, QI,k = 0.5 kN - applied on square of 100mm sides

1.6 Deflection limits

Deflection limits in accordance with CWCT requirements.

Deflection mode Allow. 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

PROJECT NAME DATE




2 Overview

East Elevation [E(31)L43-XX-5006]

Plan [EL(31)L43-XX-2244]

T1

T2

T2

T2

T2

T2

T1

M1M2

M3

GT-1

GT-2

GT-2

PROJECT NAME DATE




3 Framing members

3.1 Mullion, M1 (h ≤ 7.25 m)

Notes Clause

Geometry H = 7.25 m Span

B 1 = 1.48 m Distance to next mullion on the left

B 2 = 1.48 m Distance to next mullion on the right

Load wWp = 1.25 kN/m² Wind pressure

Wind wWs = -1.25 kN/m² Wind suction

Live Q L,h = -2.3 kN Concentrated load

h p = 1.4 m Height of concentrated load

Member properties f y = 235 N/mm² grade

γ M = 1.0 Material partial safety factor

E = 210000 N/mm² Modulus of elasticity

29.17 mm Deflection limit CWCT Cl.3.5.2.2

Moment of inertia I wp = 1,065.7 cm 4 Moment of inertia for wind pressure

I ws = -1,065.7 cm 4 Moment of inertia for wind suction

I QL,h = -163.8 cm 4 Moment of inertia for concentrated load

CO101: (W) I ≥ 1,065.7 cm 4 Minimum required moment of inertia

CO102: 0.5(W) + (L) I ≥ 696.7 cm 4 Required moment of inertia

Section modulus Mwp = 1,195.5 kN·cm Moment due to wind pressure

Mws = -1,195.5 kN·cm Moment due to wind suction

MQL,h = -254.2 kN·cm Moment due to concentrated live load

CO201: 1.5(W) Md = 1,793.2 kN·cm Maximum design moment

CO202: 0.5·1.5(W)+1.5(L) Md = 1,277.9 kN·cm Design moment

W el ≥ 76.3 cm 3 Minimum required elastic section modulus

S 235

BS EN 1993-1-1 + Wintech Specs.

δ ≤ H/300 + 5 =

Original proposal: EN 10210 MSH 180×80×5mm / S235 (min)

Iy = 1000 cm4 1.07 ≈ 1.0

Wel,y = 111 cm³ 0.69 < 1.0

PROJECT NAME DATE




3.2 Mullion, M2 (h ≤ 5.3 m)

Notes Clause




Load w Wp = 1.00 kN/m² Wind pressure

Wind w Ws = -1.50 kN/m² Wind suction






22.67 mm Deflection limit CWCT Cl.3.5.2.2

Moment of inertia I wp = 317.4 cm 4 Moment of inertia for wind pressure

I ws = -476.1 cm4 Moment of inertia for wind suction


CO101: (W) I ≥ 476.1 cm4 Minimum required moment of inertia

CO102: 0.5(W) + (L) I ≥ 345.0 cm4 Required moment of inertia

Section modulus M wp = 519.1 kN·cm Moment due to wind pressure

M ws = -778.6 kN·cm Moment due to wind suction

M QL,h = -231.8 kN·cm Moment due to concentrated live load

CO201: 1.5(W) M d = 1,167.9 kN·cm Maximum design moment

CO202: 0.5·1.5(W)+1.5(L) M d = 931.7 kN·cm Design moment


S 235


δ ≤ H/300 + 5 =

Provide: RHS 160×80×5mm / S235 (min)

Iy = 744 cm4 0.64 < 1.0

Wel,y = 93 cm³ 0.53 < 1.0

PROJECT NAME DATE




3.3 Mullion, M3 (h ≤ 2.0 m)

Notes Clause




Load w Wp = 1.00 kN/m² Wind pressure

Wind w Ws = -1.50 kN/m² Wind suction






10.00 mm Deflection limit EN 13830




CO101: (W) I ≥ 17.7 cm4 Required moment of inertia

CO102: 0.5(W) + (L) I ≥ 22.9 cm4 Minimum required moment of inertia

Section modulus M wp = 61.4 kN·cm Moment due to wind pressure


M QL,h = -94.5 kN·cm Moment due to concentrated live load

CO201: 1.5(W) M d = 138.1 kN·cm Design moment

CO202: 0.5·1.5(W)+1.5(L) M d = 210.8 kN·cm Maximum design moment


S 235


δ ≤ min{H/200; 15} =

Provide: SHS 80×5mm / S235 (min)

Iy = 137 cm4 0.17 < 1.0

Wel,y = 34.2 cm³ 0.26 < 1.0

PROJECT NAME DATE




3.4 Transoms

3.4.1 Cill transom, T1

Notes Clause

Geometry B = 1.52 m

h 1 = 5.20 m Height of infill above

Load g D = 0.10 kN/m Unit weight of transom

Dead wD = 0.7 kN/m² Unit weight of glass

G D = 2.77 kN Force on glass block

a = 0.150 m Distance of glass block from face of mullion

Wind wWp = 1.25 kN/m² Wind pressure

wWs = -1.50 kN/m² Wind suction

Live q L,v = 0.60 kN/m Vertical uniformly distributed load

Q L,v = 1.00 kN Vertical concentrated load




In-plane 3.0 mm Deflection limit EN 13830

Moment of inertia I gD = 1.1 cm 4 Moment of inertia for transom weight

I GD = 18.8 cm 4 Moment of inertia for glass weight

I gL,v = 6.6 cm 4 Moment of inertia for vertical uniform live load

I GL,v = 11.6 cm 4 Moment of inertia for vertical concentrated live load

CO103: (D) + (L) I x ≥ 31.5 cm 4 Minimum required moment of inertia

Bending moment MgD = 2.9 kN·cm Moment due to weight of transom

MGD = 41.5 kN·cm Moment due to weight of glass

MqL,v = 17.3 kN·cm Moment due to vertical uniform live load

MQL,v = 38.0 kN·cm Moment due to vertical concentrated live load

CO203: 1.35(D) + 1.5(L) Mx,d = 116.9 kN·cm Maximum design moment

Section modulus W el,x ≥ 5.0 cm 3 Minimum required elastic section modulus

Normal 9 mm Deflection limit CWCT Cl.3.5.2.6


I ws = -2.8 cm 4 Moment of inertia for wind suction

CO101: (W) I y ≥ 2.8 cm 4 Minimum required moment of inertia

CO102: 0.5(W) + (L) I y ≥ 1.4 cm 4 Required moment of inertia

Bending moment Mwp = 62.6 kN·cm Moment due to wind pressure

Mws = -75.1 kN·cm Moment due to wind suction

CO201: 1.5(W) My,d = 112.6 cm 3 Maximum design moment

CO202: 0.5·1.5(W)+1.5(L) My,d = 56.3 cm 3 Design moment

Section modulus W el,y ≥ 4.8 cm 3 Minimum required elastic section modulus


S 235

δy ≤ min{B/500; 3} =

Span

δx ≤ min{B/175; 15} =

Provide: Welded L or T100×80×10×10mm / S235 (min)

Ix = 43.42 cm4 31.5/43.42 = 0.73 < 1.0

Wel,y = 10.85 cm³ 5.0/10.85 = 0.46 < 1.0

PROJECT NAME DATE




3.4.2 Intermediate and head transom, T2

Notes Clause

Geometry B = 1.52 m

h 1 = 1.60 m Height of infill above

h 2 = 5.20 m Height of infill below

Load g D = 0.10 kN/m Unit weight of transom

Dead w D = 0.6 kN/m² Unit weight of glass

G D = 0.73 kN Force on glass block

a = 0.150 m Distance of glass block from face of mullion

Wind w Wp = 1.25 kN/m² Wind pressure

w Ws = -1.50 kN/m² Wind suction

Live q L,v = 0.60 kN/m Vertical uniformly distributed load

Q L,v = 1.00 kN Vertical concentrated load




In-plane 3.0 mm Deflection limit EN 13830

Moment of inertia I gD = 1.1 cm4 Moment of inertia for transom weight

I GD = 5.0 cm4 Moment of inertia for glass weight

I gL,v = 6.6 cm 4 Moment of inertia for vertical uniform live load

I GL,v = 11.6 cm4 Moment of inertia for vertical concentrated live load

CO103: (D) + (L) I x ≥ 17.7 cm 4 Minimum required moment of inertia

Bending moment M gD = 2.9 kN·cm Moment due to weight of transom

M GD = 10.9 kN·cm Moment due to weight of glass

M qL,v = 17.3 kN·cm Moment due to vertical uniform live load

M QL,v = 38.0 kN·cm Moment due to vertical concentrated live load

CO203: 1.35(D) + 1.5(L) M x,d = 75.7 kN·cm Maximum design moment

Section modulus W el,x ≥ 3.2 cm 3 Minimum required elastic section modulus

Normal 9 mm Deflection limit CWCT Cl.3.5.2.6



CO101: (W) I y ≥ 5.6 cm 4 Minimum required moment of inertia

CO102: 0.5(W) + (L) I y ≥ 2.8 cm 4 Required moment of inertia

Bending moment M wp = 81.8 kN·cm Moment due to wind pressure


CO201: 1.5(W) M y,d = 147.3 cm3 Maximum design moment

CO202: 0.5·1.5(W)+1.5(L) M y,d = 73.6 cm 3 Design moment

Section modulus W el,y ≥ 6.3 cm 3 Minimum required elastic section modulus


S 235

δy ≤ min{B/500; 3} =

Span

δx ≤ min{B/175; 15} =

Provide: EN 10210 SHS 80×5mm / S235 (min)

I = 137 cm4 17.7/137 = 0.13 < 1.0

Wel = 34.2 cm³ (3.2+6.3)/34.2 = 0.28 < 1.0

PROJECT NAME DATE




4 Joints and connections

4.1 Glass support

Each of the two glass supports are designed to carry the whole weight of the glass at the event of building sway

4.1.1 Level 43 Glazing

Qv,k = 0.7·1.5·5.2 = 5.46 kN - DGU: 66.2 / AS / 88.2

Provide: Standard Raico glass support

4.1.2 Glazing above plantroom

Qv,k = 0.6·1.5·1.5 = 1.35 kN

Provide: Standard Raico glass support

PROJECT NAME DATE




4.2 Toggle fixing

4.2.1 Detail

Toggle fixing detail [SE(31)L43-XX-5334]

Elevation

EN ISO 1478 - ST 5.5mm / A4-70

@ FFL + 1.1m: 100mm (max) spacing

@ Rest: 200mm (max) spacing

Toggle 20×5mm / EN AW-6060 T66

@ FFL + 1.1m: 100mm (max) spacing

@ Rest: 200mm (max) spacing

4

±2

20

10

Toggle 20×5mm / EN AW-6060 T66 @ FFL + 1.1m: 100mm (max) spacing @ Rest: 200mm (max) spacing

PROJECT NAME DATE




4.2.2 Toggle fixing @ general area

Imposed concentrated load, QL,k = 0.5 kN

e = (10+20/2)/sin60° = 23.09 mm

1.5(W):

MEd = 1.5·1.25(1.52/2·0.2)23.09 = 6.58 kN·mm

0.75(W) + 1.5(L):

n = (100 + 5·100)/200 - 1 = 2.0

MEd = [0.75·1.25(1.52/2·0.2)+ 1.5·0.5/2.0]23.09

= 11.95 kN·mm

Toggle / EN AW-6060 T66 @ 200mm (max) spacing

Mpl,Rd = (20-5.5)5²/4·160/1.1 = 13.18 kN·mm 0.91 < 1.0

4.2.3 Toggle fixing @ 1.1m above FFL

Imposed concentrated load, QL,k = 1.5 kN

0.75(W) + 1.5(L):

n = (100 + 5·100)/100 - 1 = 5.0

MEd = [0.75·1.25(1.52/2·0.1)+ 1.5·1.5/5.0]23.09

= 12.04 kN·mm

Toggle / EN AW-6060 T66 @ 100mm (max) spacing

Mpl,Rd = (20-5.5)5²/4·160/1.1 = 13.18 kN·mm 0.91 < 1.0

4.2.4 Screw fixing check to DIBt (German) technical approval Z-14.4-446 in section Error! Reference source not found..

Ft,Ed = 2[0.75·1.25(1.52/2·0.1)+ 1.5·1.5/5.0] = 1.04 kN

EN ISO 1478 - ST 5.5mm / A4-70 on screw chase

FRd = 2.65 kN 0.39 < 1.0

PROJECT NAME DATE




4.3 T1/M1 connection

Cill section detail [SE(31)L43-XX-1171]

i. 1.35(D) + 1.5(L) + 0.75(W)

Conservatively consider weight of glass on one side “double dead load”.

Vd = 1.35(0.2·1.5/2 + 0.7·1.5·5.2) + 1.5·1.0 = 9.07 kN

Hd = 1.5·1.5 + 0.75·1.5·1.5²/4 = 2.88 kN

i. T1 local bending check to BS EN 1993-1-1

MEd = 9.07·75 = 680.5 kN·mm

Welded L or T-100×80×10×10mm / S235 (min)

beff =100 + 4·40 = 260 mm

Mpl,Rd = 1.2·260·10²/6·235/1.0 = 1222.0 kN·m 0.56 < 1.0

ii. Stub stress check to BS EN 1993-1-1

MEd = 9.07·40 = 362.8 kN·mm

40mm PL-80×12mm / S235 (min) [beff = 60mm]

Mpl,Rd = 1.2·60·12²/6·235/1.0 = 406.08 kN·mm 0.89 < 1.0

iii. Stub weld check to BS EN 1993-1-8

fw,Rd = 360/(0.8·1.25) = 360.0 N/mm²

4mm partial penetration bevel (top) + 4mm fillet weld (bottom)

fw,Ed = 362800/10/(0.707·4·60) = 213.8 N/mm² 0.59 < 1.0

iv. Fixing bolt check to BS EN 1993-1-8

Ft,Ed = 9.07·65/50 = 11.79 kN

2 × M10 / 4.6 or A2-70

Ft,Rd = 0.9·57.99·400/1.25 = 16.70 kN 0.70 < 1.0

STUB: 40mm PL-80×12mm / S235 (min)

BOLTS: 2 - M10 / 4.6 (min) or A2-70

THIS SIDE: Ø11 NORMAL HOLE OTHER SIDE: Ø11×21mm SLOT HOLE

z4

s4

T1: WELDED L or T-100×80×10×10MM / S235 (min)

PROJECT NAME DATE




4.4 T2/M1 connection

Section detail [SE(31)L43-XX-5131]

Vd = 1.35(0.2·1.5/2 + 0.6·1.5·1.6) + 1.5·1.0 = 4.73 kN

Hd = 1.5·0.5 + 0.75·1.5·1.5²/4 = 1.38 kN

i. Stub check to BS EN 1993-1-1

My,Ed = 4.73·40 = 189.2 kN·mm

Mz,Ed = 1.38·40 = 55.2 kN·mm

2 - 40mm PL-60×8mm / S235 (min)

Mpl,,Rd = 1.2·60²·8/6·235/1.0 = 1353.6 kN·mm (189.2+55.2)/1353.6 = 0.18 < 1.0

ii. Screw fixing check to BS EN 1993-1-8

Check conservative case where screws take shear force.

Fv,Ed = 4.73/2 = 2.36 kN

Ft,Ed = 1.38/2 = 0.69 kN

2 × M6 / A2-70

Fv,Rd = 0.5·20.12·700/1.25 = 5.63 kN 0.51 < 1.0

Ft,Rd = 0.63·20.12·700/1.25 = 7.10 kN 0.20 < 1.0

Fb,Rd = 1.5·6.0(8-3.3/2)360/1.25 = 16.46 kN 0.17 < 1.0

Fo,Rd ≥ 1.2·6.0·10·360/1.25 = 20.74 kN 0.07 < 1.0

SOCKET HEAD BOLT: 2 × M6 / A2-70

STUB: 2 × 40mm PL60×10 / S235 (min)

THIS SIDE: Ø7 NORMAL HOLE OTHER SIDE: Ø7×12mm SLOT HOLE

z4

s4

PROJECT NAME DATE




5 Brackets and anchors

5.1 Base bracket for M1

Base detail for M1 @ Terrace, BR 5.61 [SE(31)L43-XX-5129]

Base detail for M1 @ Tower Nose, BR 5.62 [SE(31)L43-XX-1171]

LEVEL: M20×100mm / 8.8 or A2-70

PLATE: 250×110×15mm / S235 (min)

z5 (20

BASE PLATE: L×250×12mm / S235

SWORD: 105mm PL60×12mm / S235

CAST-IN CHANNEL FORCES FACTORED TO BS EN 1990 (TO BE SIZED BY SPECIALIST) SIZE TO MATCH M16 T-BOLTS

BASE PLATE: L×250×15mm / S235

CAST-IN CHANNEL: FORCES FACTORED TO BS EN 1990(TO BE SIZED BY SPECIALIST) SIZE TO MATCH M16 T-BOLTS

0

12.0 kN

2 × 6.1 kN

2 × 9.9 kN

50

150

BEARING STRIP 20mm (min)

180

≤ 70

PLATE: 150×110×15mm / S235 (min)

PROJECT NAME DATE




5.1.1 Design forces

Dead load: Mullion, transoms, DGU, coping and blinds.

Vd = 1.35(0.3·7.25 + 4·0.2·1.5 + 0.7·1.5·7.25 + 0.4·1.5·0.9/2 + 0.5) + 1.5·1.0

= 17.4 kN

Hd = 1.5·1.5·1.5·7.25/2 = 12.2 kN

Ld = 1.5·0.5 = 0.8 kN

5.1.2 Mullion bracket

i. Mullion base plate check to BS EN 1993-1-1

MEd = 17.4·25 = 435.0 kN·mm

PL-150×110×15mm / S235 (min)

beff = min{4·25; 110} = 100.0 mm

Mpl,Rd = 1.2·100·15²/6·235/1.0 = 1057.5 kN·mm 0.41 < 1.0

ii. Check weld

σw,Ed = 6·435000/(2·0.707·4·1002) = 46.14 N/mm2

τw//,Ed = 12200/(2·0.707·4·100) = 21.57 N/mm2

fw,Ed = √(2·46.142+3·21.57²) = 75.19 N/mm²

4mm fillet

fw,Rd = 1/0.7·235/1.25 = 268.57 N/mm2 0.26 < 1.00

ii. Bracket levelling bolt to BS EN 1993-1-1 compression member

NEd = 17.4 kN

M20×100mm / 8.8 or A2-70

L = 34 + 16/2 = 42.0 mm

λ = 0.009849·2.0(42+34)√(450)/20 = 1.5878

φ = 0.5[1+0.49(1.5878-0.2)+1.5878²] = 2.101

χ = 1/[2.101+√(2.101²-1.5878²)] = 0.2876

NRd = 0.2876·244.78·450/1.1 = 28.8 kN 0.60 < 1.0

5.1.3 Bracket on slab

i. Bracket sword check to BS EN 1993-1-1

My,Ed = 12.2(65 + 34) = 1207.8 kN·mm

Mz,Ed = 0.8(65 + 34) = 79.2 kN·mm

105mm PL-60×12mm / S235 (min)

My,pl,Rd = 1.2·60²·12/6·235/1.0 = 2030.4 kN·mm 0.59 < 1.0

Mz,pl,Rd = 1.2·60·12²/6·235/1.0 = 406.1 kN·mm 0.20 < 1.0

0.79 < 1.0

ii. Bracket plate

MEd = 17.4·70 +12.2(65+12+34) = 2572.2 kN·mm

PROJECT NAME DATE




PL-≈400×250×15mm / S235 (min)

Mpl,Rd = 1.2·250·15²/6·235/1.0 = 2643.75 kN·mm 0.97 < 1.0

iii. Cast-in channel forces

Design forces to individual t-bolts:

NSd = 2572.2/(150-20)/2 = 9.9 kN

VSd = 12.2/2 = 6.1 kN

FSd = √(9.9²+6.1²) = 11.63 kN

PEC-TA 49/30 × 350mm (3 anchors) w/ T-bolts M16 / 4.6

FRd = 17.2 kN 0.68 < 1.0

PROJECT NAME DATE





Base detail for M2, BR 5.63 [SE(31)L43-XX-5132]

5.2.1 Central base brackets for M2

i. Design forces

Vd = 1.35(0.3·5.4 + 4·0.2·1.5 + 0.6·1.5·5.4 + 0.4·1.5·0.9/2) + 1.5·1.0

= 12.2 kN

Hd = 1.5·1.5·1.5·5.4/2 = 9.1 kN

Ld = 1.5·0.5 = 0.8 kN

ii. Bracket

Use same base plate, levelling bolt and sword as for M1, section 5.1.

iii. Post-drill anchors

NSd = 12.2(41.5+15)/(50) = +13.8 kN

Vx,Sd = + 0.8 kN

Vy,Sd = - 3.0 kN

Mx,Sd = 3.0(77+34) = + 0.33 kN·m

My,Sd = 0.8(77+34) = + 0.09 kN·m

Mz,Sd = 3.0 (135+15) = + 0.45 kN·m

ANCHOR: 2 × MKT BZ+ M12-20/115

LEVEL: M20×100mm / 8.8 or A2-70

PLATE: 210×90×15mm / S235 (min)

ALIGNEMENT WASHER

z5 (20

BASE PLATE: 300×180×10mm / S235


PROJECT NAME DATE




5.2.2 Eccentric base brackets for M2

Eccentric base detail for M2, BR 5.63a

i. Design forces

Vd = 1.35(0.3·5.4 + 2·0.2·1.5 + 0.6·1.5·5.4/2 + 0.4·1.5·0.9/4) + 1.5·1.0

= 8.0 kN

Hd = 1.5·1.0·1.5·5.4/4 = 3.0 kN

Ld = 1.5·0.5 = 0.8 kN

ii. Post-drill anchors

NSd = 8.0(36.5+15)/55 = + 7.49 kN

Vx,Sd = + 0.8 kN

Vy,Sd = - 3.0 kN

Mx,Sd = 3.0(77+34) = + 0.33 kN·m

My,Sd = 0.8(77+34) = + 0.09 kN·m

Mz,Sd = 3.0 (90+180/2+15) = + 0.58 kN·m

(Refer to MKT anchor calculations next page)

Provide: 2nos. MKT BZ+ M12-20/115


BASE PLATE: 400×180×10mm / S235

PROJECT NAME DATE




PROJECT NAME DATE




5.2.3 Base corner brackets

Base corner bracket detail


BASE PLATE: 10mm / S235

LEVEL: M20×100mm / 8.8 or A2-70

PLATE: 15mm / S235 (min)

CORNER MULLION: SHS 160×6 / S235 (min)

PROJECT NAME DATE





Base detail for M3, BR 5.64 [SE(31)L43-XX-5133]

i. Design forces

Vd = 1.35(0.2·2.0 + 4·0.2·1.5 + 0.6·1.5·2.0 + 0.4·1.5·0.9/2) + 1.5·1.0

= 6.4 kN

Hd = 1.5·1.5·1.5·2.0/2 = 3.4 kN

Ld = 1.5·0.5 = 0.8 kN

ii. Bracket

Use same base plate, levelling bolt and sword as for M1, section 5.1.

iii. Post-drill anchors

NSd = 6.4(55+15)/(55) = +8.1 kN

Vx,Sd = + 0.8 kN

Vy,Sd = - 3.4 kN

Mx,Sd = 3.4(77+34) = + 0.38 kN·m

My,Sd = 0.8(77+34) = + 0.09 kN·m


LEVEL: M20×100mm / 8.8 or A2-70

PLATE: 130×90×15mm / S235 (min)

ALIGNEMENT WASHER

BASE PLATE: 300×B×10mm / S235


PROJECT NAME DATE




5.4 Top bracket for M1

Top Bracket detail for M1 [SE(31)L43-XX-5142]

5.4.1 Design forces

Vd = 0.5 kN

Hd = 17.4·0.3/7.25 + 12.2 = 12.9 kN

Ld = 1.5·1.0 = 1.5 kN

5.4.2 Bracket checks

i. Fixing bolts check to BS EN 1993-1-8

Fv,Ed = 12.9/2 + 1.5·0.5/0.08 = 15.8 kN

M20 / 4.6 (min) or A2-70

Fv,Rd = 0.6·244.8·400/1.25 = 47.00 kN 0.33 < 1.0

Fb,Rd = 1.5·20·5.0·360/1.25 = 43.20 kN 0.36 < 1.0

STUB : 2 × 8mm / S235

END PLATE: 300×250×12mm / S235

200 21.6 kN

14.1 kN

0.25 kN

0.25 kN

0.8 kN

0.8 kN

z5 (20

BOLT: 1 × M20 / 4.6 or A2-70

VERTICAL SLOT ON RHS: Ø22×60mmHORIZ. SLOT ON PLATES: Ø22×60mm

PLATE WASHER: 60×60×5mm / S235W/ 2 × ISO 8752 – Ø6mm / ST

RHS 120×80 × 5mm / S235

CAST-IN CHANNEL (TO BE SIZED BY SPECIALIST)SIZE TO MATCH M16 T-BOLTS

FORCES FACTORED TO BS EN 1990

PROJECT NAME DATE




ii. Locking pin check

Fv,Ed = 15.8/2 = 7.91 kN

2 × ISO 8752 – Ø6mm / ST

Fv,Rd = 26.04/2/1.5 = 8.68 kN 0.91 < 1.0

iii. Bracket plate

MEd = 12.9(110+15) = 1612.5 kN·mm

PL-300×250×12mm / S235 (min)

beff = min{4(110+15); 250} = 250 mm

Mpl,Rd = 1.2·250·12²/6·235/1.0 = 1692.0 kN·mm 0.95 < 1.0

5.4.3 Cast-in channel forces

V1x,Sd = V2x,Sd = 1.5/2 = 0.8 kN

V1y,Sd = V2y,Sd = 0.5/2 = 0.25 kN

N1,Sd = 12.9(108.5+25+10+⅔·121.5)/(⅔·121.5)/2 +1.5·500/200

= 21.6 kN

N2,Sd = 12.9(108.5+25+10+⅔·121.5)/(⅔·121.5)/2 - 1.5·500/200

= 14.1 kN

PROJECT NAME DATE






STUB : 2 × 8mm / S235

END PLATE: 300×300×12mm / S235

BOLT: 1 × M20 / 4.6 or A2-70

V. SLOT ON INNER PLATE: Ø22×60mmH. SLOT ON OUTER PLATES: Ø22×60mm


200

17.3 kN

6.1 kN

0.25 kN 0.25 kN

0.8 kN

0.8 kN



PROJECT NAME DATE




5.5.1 Design forces

Vd = = 0.5 kN

Hd = 12.2·0.3/5.4 + 1.5·1.5·1.5·5.4/2 = 9.8 kN

Ld = 1.5·1.0 = 1.5 kN



Fv,Ed = 9.8/2 = 4.9 kN

Ft,Ed = 1.5·750/(45-20) = 45.0 kN

M20 / 4.6 (min) or A2-70

Fv,Rd = 0.6·244.8·400/1.25 = 47.00 kN 0.10 < 1.0

Fb,Rd = 1.5·20·5.0·360/1.25 = 43.20 kN 0.11 < 1.0

Ft,Rd = 0.9·244.8·400/1.25 = 70.50 kN 0.64 < 1.0

ii. Strut end fin

MEd = 1.5·750 = 1125.0 kN·mm

120mm – PL80×20mm / S235 (min)

Mpl,Rd = 1.2·80·20²/6·235/1.0 = 1504.0 kN·mm 0.75 < 1.0

iii. Bracket plate

MEd = 9.8(117+15) = 1293.6 kN·mm

PL-300×300×12mm / S235 (min)

beff = min{4(117+15); 300} = 300 mm

Mpl,Rd = 1.2·300·12²/6·235/1.0 = 2030.4 kN·mm 0.64 < 1.0


V1x,Sd = V2x,Sd = 1.5·1.0/2 = 0.8 kN

V1y,Sd = V2y,Sd = 0.5/2 = 0.25 kN

N1,Sd = 9.8(117+15+⅔·143)/(⅔·143)/2 +1.5·750/200

= 17.3 kN

N2,Sd = 9.8(35+15+⅔·100)/(⅔·100)/2 - 1.5·750/200

= 6.1 kN

PROJECT NAME DATE






STUB : 2 × 8mm / S235

END PLATE: 300×300×12mm / S235

BOLT: 1 × M20 / 4.6 or A2-70

V. SLOT ON INNER PLATE: Ø22×60mmH. SLOT ON OUTER PLATES: Ø22×60mm


200

9.1 kN

1.6 kN

0.25 kN 0.25 kN

0.8 kN

0.8 kN



130

300

130

170

PROJECT NAME DATE




5.6.1 Design forces

Vd = = 0.5 kN

Hd = 6.4·0.3/1.4 + 1.5·1.5·1.5·1.4/2 = 3.7 kN

Ld = 1.5·1.0 = 1.5 kN



Fv,Ed = 3.7/2 = 1.85 kN

Ft,Ed = 1.5·500/(45-20) = 30.0 kN

M20 / 4.6 (min) or A2-70

Fv,Rd = 0.6·244.8·400/1.25 = 47.00 kN 0.04 < 1.0

Fb,Rd = 1.5·20·5.0·360/1.25 = 43.20 kN 0.04 < 1.0

Ft,Rd = 0.9·244.8·400/1.25 = 70.50 kN 0.42 < 1.0

ii. Strut end fin

MEd = 1.5·500 = 750.0 kN·mm

120mm – PL80×20mm / S235 (min)

Mpl,Rd = 1.2·80·20²/6·235/1.0 = 1504.0 kN·mm 0.50 < 1.0

iii. Bracket plate

MEd = 3.7(130+15) = 536.50 kN·mm

PL-300×300×12mm / S235 (min)

beff = min{4(130+15); 300} = 300 mm

Mpl,Rd = 1.2·300·12²/6·235/1.0 = 2030.4 kN·mm 0.26 < 1.0


V1x,Sd = V2x,Sd = 1.5·1.0/2 = 0.8 kN

V1y,Sd = V2y,Sd = 0.5/2 = 0.25 kN

N1,Sd = 3.7(130+15+⅔·115)/(⅔·115)/2 +1.5·500/200

= 9.10 kN

N2,Sd = 3.7(130+15+⅔·115)/(⅔·115)/2 - 1.5·500/200

= 1.6 kN

PROJECT NAME DATE




6 Glass

6.1 Design Approach

IStructE’s “Structural use of glass in buildings” 2nd edition and the draft European standard for determination of the load resistance of glass panes prEN 16612 are used as guidance for the following glass structural calculations.

Design criterion: σd ≤ fg,d

6.1.1 Glass design stress (σd)

FEM analysis of glass panes gives principal stresses to be factored by the partial factors below.

i. Partial factors

Variable action, γQ = 1.2 - for glass used as curtain wall infills for façade / curtain wall

Variable action, γQ = 1.3 - for secondary structures including infills serving as barrier

Variable action, γQ = 1.5 - for glass serving as primary structures

Climatic action, ψ0·γQ = 1.0 - accompanying variable load to leading wind or imposed load

6.1.2 Glass design strength (fg,d)

i. Annealed glass

Design bending strength, fg,d = kmod·ksp·fg;k/γM;A

Characteristic bending strength, fg;k - see table below

Load duration factor, kmod - see table below

Glass surface profile factor, ksp = 1.0 - float glass

Material partial factor, γM;A = 1.6 - annealed glass

ii. Prestressed surface glass

Design bending strength, fg,d = kmod·ksp·fg;k/γM;A + kv(fb;k – fg;k)/γM;v

Characteristic bending strength, fb;k - see table below

Strengthening factor, kv = 0.6 - used either for horizontal or vertical toughening

Material partial factor, γM;v = 1.2 - prestressed surface

Allowable stress for vertical glazing infill panel

Float Glass Types

Bending strength [fg;k, fb;k]

Design Strength [N/mm²]

Wind load* kmod = 0.74

(W) fg,d

Imposed load kmod = 0.89

(L) fg,d

Annealed monolithic (AN) 45 20.8 25.0

Heat-strengthened (HS) 70 33.3 37.5

Thermally toughened (FT) 120 58.3 62.5

Enamelled heat-strengthened 45 20.8 25.0

Enamelled thermally toughened 75 35.8 40.0

Note: * Wind load only or load combination involving wind load. Thermal stress calculation is not in the scope of this calculation.

PROJECT NAME DATE




6.2 Glass list (Summary)

Glass Minimum Structural Requirements

Glass type Max. Size Imposed loads Composition a (Minimum Requirements) Outer / AS / Inner [mm] b × h [m] qk[kN/m]; Qk[kN] @ Δh[m]

GT-1 (fixed and doors) Vertical edges toggle fixed and horiz. edges capped

1.50 × 5.16 1.5;[email protected] / 1.5;[email protected] 66.2 (AN) / AS / 88.2 (HS) with frit

GT-2 (lower fixed) Vertical and top edges toggle fixed and bottom edge capped

1.45 × 5.28 - ; 0.5@h/2 / 1.5;[email protected] 66.2 (AN) / AS / 66.2 (AN)

GT-3 (upper fixed) Vertical and bottom edges toggle fixed and top edge capped

1.50 × 1.55 - ; 0.5@h/2 / - ; 0.5@h/2 44.2 (AN) / AS / 8 (HS) with frit

Notes: a Thermal safety check is not covered in these structural calculations.

PROJECT NAME DATE




6.3 Glass check GT-1

6.3.1 Effective glass thickness, load sharing and climatic loads

prEN 16612:2013 Glass in building - Design of glass panes Clause

Double glazed unit a = 1.500 m Shorter side of DGU

b = 5.160 m Longer side of DGU

Composition: d1o + d1i = 6 + 6 mmt1 = 0.76 mm 1 hr. G 1 = 0.37 N/mm²

dSZR ≤ 16 mm Air space thickness

d2o + d2i = 8 + 8 mmt2 = 0.76 mm G 2 = 0.37 N/mm²

Effective thickness: Is1 = 137.093 Stiffness [ASTM E:1300]Γ1 = 0.35 Shear transfer coefficient

d1ef,w = 10.04 mm Effective thickness for deflection (12)d1ef,σ = 10.98 mm Effective thickness for stress (13)

Is2 = 306.95 Stiffness [ASTM E:1300]Γ2 = 0.29 Shear transfer coefficient

d2ef,w = 12.79 mm Effective thickness for deflection (12)d2ef,σ = 14.09 mm Effective thickness for stress (13)

Climatic effects a/b = 0.29 Aspect ratio

k5 = 0.068 Coefficient for volume per load Table B.3

δ1 = d1ef,w3/(d1ef,w

3+d2ef,w

3) = 0.326 Factor of load shared by outerleaf glass (C1)

a* = 28.9(dSZR∙δ1∙d2ef,w3/k5)

1/4 = 577 mm Characteristic length (C4)

ϕ = 1/[1+(a/a*)4] = 0.0215 Insulating unit factor (C3)

Summer: ∆Ts = 27 °K Temperature difference, c 1 = 0.340 kPa/°K

∆pmet,s = -3 kN/m² Difference of meteorological and atmospheric pressure

∆Hs = 700 m Local height difference, c 2 = 0.012 kPa/m

p0,s = c1∙∆Ts - ∆pmet,s + c2∙∆Hs = 20.6 kN/m² Isochore pressure at summer

ps = ϕ∙p0,s = 0.44 kN/m² Effective internal positive pressure

Winter: ∆Tw = -27 °K Temperature difference, c 1 = 0.340 kPa/°K

∆pmet,s = 6 kN/m² Difference of meteorological and atmospheric pressure

∆Hs = -400 m Local height difference, c 2 = 0.012 kPa/m

p0,w = c1∙∆Tw - ∆pmet,w + c2∙∆Hw = -20.0 kN/m² Isochore pressure at winter

pw = ϕ∙p0,w = -0.43 kN/m² Effective internal negative pressure

PVB interlayer @ 30°C

Outer laminated glass

Inner laminated glass


6.3.2 Glass check

Refer to FEM analysis results in section 6.3.3.

i. Stress check - Outer laminated annealed pane

Wind load, σd = 12.89 N/mm² < (W) fg,d = 20.8 N/mm²

Imposed load only, σd = 14.60 N/mm² < (L) fg,d = 25.0 N/mm²

ii. Stress check - Inner laminated heat-strengthened pane with frits



iii. Deflection check

Max. δ = 6.88 mm < min{1500/65;25} = 23.08 mm

PROJECT NAME DATE




6.3.3 FEM Analysis

PROJECT NAME DATE




PROJECT NAME DATE




6.4 Glass check GT-2

6.4.1 Effective glass thickness, load sharing and climatic loads

prEN 16612:2013 Glass in building - Design of glass panes Clause

Double glazed unit a = 1.450 m Shorter side of DGU

b = 5.280 m Longer side of DGU

Composition: d1o + d1i = 6 + 6 mm

t1 = 0.76 mm 1 hr. G 1 = 0.37 N/mm²

dSZR ≤ 16 mm Air space thickness

d2o + d2i = 6 + 6 mm

t2 = 0.76 mm G 2 = 0.37 N/mm²

Effective thickness: Is1 = 137.093 Stiffness [ASTM E:1300]

Γ1 = 0.34 Shear transfer coefficient

d1ef ,w = 9.95 mm Effective thickness for deflection (12)

d1ef ,σ = 10.91 mm Effective thickness for stress (13)

Is2 = 137.093 Stiffness [ASTM E:1300]

Γ2 = 0.34 Shear transfer coefficient

d2ef ,w = 9.95 mm Effective thickness for deflection (12)

d2ef ,σ = 10.91 mm Effective thickness for stress (13)

Climatic effects a/b = 0.27 Aspect ratio

k5 = 0.070 Coefficient for volume per load Table B.3

δ1 = d1ef ,w3/(d1ef ,w

3+d2ef ,w3) = 0.500 Factor of load shared by outerleaf glass (C1)

a* = 28.9(dSZR∙δ1∙d2ef ,w3/k5)

1/4 = 530 mm Characteristic length (C4)

ϕ = 1/[1+(a/a*)4] = 0.0175 Insulating unit factor (C3)

Summer: ∆Ts = 27 °K Temperature difference, c 1 = 0.340 kPa/°K

∆pmet,s = -3 kN/m² Difference of meteorological and atmospheric pressure

∆Hs = 700 m Local height difference, c 2 = 0.012 kPa/m

p0,s = c1∙∆Ts - ∆pmet,s + c2∙∆Hs = 20.6 kN/m² Isochore pressure at summer

ps = ϕ∙p0,s = 0.36 kN/m² Effective internal positive pressure

Winter: ∆Tw = -27 °K Temperature difference, c 1 = 0.340 kPa/°K

∆pmet,s = 6 kN/m² Difference of meteorological and atmospheric pressure

∆Hs = -400 m Local height difference, c 2 = 0.012 kPa/m

p0,w = c1∙∆Tw - ∆pmet,w + c2∙∆Hw = -20.0 kN/m² Isochore pressure at winter

pw = ϕ∙p0,w = -0.35 kN/m² Effective internal negative pressure


Outer laminated glass

Inner laminated glass


6.4.2 Glass check

Refer to FEM analysis results in section 6.4.3.

i. Stress check - Outer laminated annealed pane



ii. Stress check - Inner laminated annealed pane



iii. Deflection check

Max. δ = 7.07 mm < min{1450/65;25} = 22.3 mm

PROJECT NAME DATE




6.4.3 FEM Analysis

PROJECT NAME DATE




OCUMENT . R STR-CALC-618 0 · 2020-03-09 · PROJECT AMEN DATE SAMPLE PROJECT IN LONDON TITLE...

Documents

Transcript of OCUMENT . R STR-CALC-618 0 · 2020-03-09 · PROJECT AMEN DATE SAMPLE PROJECT IN LONDON TITLE...