Facade Notes

STRUCTURAL ENGINEERS FAADE NOTES

PART I

EUROCODE

PART II

BRITISH STANDARDS

PART III

AMERICAN STANDARDS

ANNEX DESIGN AIDES

3RD EDITION 2014

LARRY M. CASTAEDA

DISCLAIMER This compendium of international building codes and standards for faade construction is compiled as private property for the purposes of personal notes only. The compiler does not claim ownership specifically where data or content is referenced to a source.

If this faade notes reaches the hands of another person aside from the compiler, it should not be distributed, copied or published in any form or manner. If information contained in this notes are used as reference, the compiler does not guarantee or warrant the accuracy, reliability, completeness or currency of the information nor its usefulness in achieving any purpose. Readers are responsible for assessing the relevance and accuracy of the content of these notes. The compiler will not be liable for any loss, damage, cost or expense incurred or arising by reason of any person using or relying on information in these notes.

LARRY M. CASTAEDA PE Board Examination Topnotcher, 2nd Place 1998

Bachelor of Science in Civil Engineering - Saint Louis University 1993 1998 Master of Science in Structural Engineering - University of the Philippines 1999 2001

______________________

Structural Engineer/Faade Specialist Structures & Facades, Switzerland 2014 Structural Engineer - LINDNER-SCHMIDLIN, Switzerland 2008 2014

Faade Engineer - SCHMIDLIN TSK, Switzerland 2006 2008 Faade Engineer - SCHMIDLIN LLC, Dubai 2005 2006

Faade Engineer - ARUP, Singapore 2004 2005 Structural Engineer - United Reliance Engineering Pte. Ltd., Singapore 2001 2004

Civil Engineering Instructor - Mapua Institute of Technology, Philippines 2001 2001 Design Engineer - Sumitomo Construction Co. Ltd., Philippines 1999 2001


PART I

EUROCODE

3RD EDITION 2014

LARRY M. CASTAEDA


PART 1 EUROCODE 3

Table of Contents I-1 LOADS 5 1.1 Dead load (D) 5 1.2 Imposed/live load, (L) 6 1.3 Snow load (S) 12 1.4 Wind load (W) 14 1.5 Load combinations 25

I-2 DEFLECTION & STRUCTURAL MOVEMENTS 26 2.1 Deflection limits 26 2.2 Structure tolerance 27

I-3 DESIGN ASSISTED BY TESTING 31 3.1 Assessment via the characteristic value (5% Fractile) 31 3.2 Direct assessment of the design value for ULS verifications 32

I-4 STEEL DESIGN 33 4.1 Properties of steel 33 4.2 Properties of stainless steel 35 4.3 Resistance of steel cross-sections 36 4.4 Sheets as diaphragms 39 4.5 Cold-formed members 40

I-5 ALUMINIUM DESIGN 41 5.1 Properties of aluminium structures 41 5.2 Definitions 42 5.3 Protection at metal-to-metal contacts 43 5.4 Cross-sectional properties 44 5.5 Resistance of aluminium cross-sections 47 5.6 Cold formed members 50

I-6 CONCRETE DESIGN 51 6.1 Properties of concrete 51 6.2 Concrete design 52 6.3 Anchorage design 52

I-7 TIMBER DESIGN 53 7.1 Strength grade 53 7.2 Service class 54 7.3 Design of Solid, Glulam and LVL 55

I-8 GLASS DESIGN 59 8.1 Properties 59 8.2 Glass sizes 59 8.3 Glass holes 59 8.4 Structural design of glass 60


4 PART 1 EUROCODE

8.5 Glass stress and deflection 64 8.6 Climatic effects 67 8.7 Structural silicone glazing (SSG) 69 8.8 Safety glass TRAV Requirements 71 8.9 Glass fins 73

I-9 STONE DESIGN 75 9.1 Properties 75

I-10 CURTAIN WALL TESTING 77 10.1 Testing overview 77 10.2 Weather performance tests 78 10.3 Impact resistance tests 82 10.4 Glass safety tests 84 10.5 Fire classification 85

I-11 CONNECTIONS & BRACKETS 86 11.1 Bolted connections 86 11.2 Pin connections 93 11.3 Tapping screws and rivets 94 11.4 Stud welds 97 11.5 Weld 98 11.6 Plate bracket resistance 103 11.7 Anchors in Concrete 104

I-12 BUILDING PHYSICS 105 12.1 Thermal Performance 105 12.2 Acoustic Performance 105 12.3 Fire Performance 105

STRUCTURAL ENGINEERS FAADE NOTES LOADS

PART 1 EUROCODE 5

I-1 LOADS 1.1 Dead load (D)

Group Material Density, [kg/m]

Group Material Density, [kg/m]

Metal Aluminium 2 700 Concrete Normal weight 2 450 Bronze 8 450 Light weight 900 2 000 Copper 9 100 Heavy weight > 2 000 Iron, cast 7 400 Natural Stone Granite 2 750 3 000 Iron, wrought 7 750 Basalt, diorite, gabbro 2 750 3 150

Lead 11 600 Tachylyte 2 650 Steel 7 850 Sandstone, gray wacke 2 100 2 750 Stainless Steel 7 850 Dense limestone 2 000 2 950 Zinc 7 340 Slate 2 850 Glass Glass (annealed) 2 500 Aggregates Light weight 900 2 000 Plastic ETFE film - Normal weight 2 000 3 050 PVC-U 250 1 400 Heavy weight > 3 050 Terra Cotta 2 100 Sand 1 400 1 950 Insulation Rockwool (Loose) 25 Gravel & sand 1 500 2 000 Rockwool (Medium) 51 Wood Timber 350 1 100 Rockwool (Dense) 70 Plywood 500 700 FRC GRC 2 680 Particle board 700 1 200

Fibre board 800 1 000

Density of materials EN 1991-1-1:2010, Table A.3

LOADS STRUCTURAL ENGINEERS FAADE NOTES

6 PART 1 EUROCODE

1.2 Imposed/live load, (L) 1.2.1 Occupancy live load, LV

Load Description EN 1991-1-1 Table 6.2

UK NA Table NA.3

qk [kN/m] Qk [kN] qk Qk A Domestic and residential activities

A1/A2 Single family dwelling units incl. communal areas 1.5 2.0 2.0 3.0

1.5 2.0 A3 Hotels, motels, hospital wards, toilet areas 2.0 2.0 A4 Billiard, snooker rooms 2.0 2.7 A5 Balconies in single family dwelling units

2.5 4.0 2.0 3.0 2.5 2.0

A6 Balconies in hostel, guests house, residential club 3.0 2.0* A7 Balconies in hotels and motels 4.0 2.0

B Offices

B1 General use above ground level 2.0 3.0 1.5 4.5

2.5 2.7 B2 Ground level or below 3.0 2.7

C1 Areas with tables

C11 Public, institutional and communal dining rooms and lounges, cafes and restaurants

2.0 3.0 3.0 4.0 2.0 3.0

C12 Reading rooms with no book storage 2.5 4.0 C13 Classrooms 3.0 3.0

C2 Areas with fixed seats

C21 Assembly areas with fixed seating 3.0 4.0 2.5 7.0(4.0)

4.0 3.6 C22 Places of worship 3.0 2.7

C3 Areas without obstacles for moving people

C31 Corridors, hallways, aisles in institutional type buildings not subjected to crowds or wheeled vehicles, hostels, guest houses, residential clubs, and communal areas in blocks of flats

3.0 5.0 4.0 7.0

3.0 4.5

C32 Stairs, landings in institutional type buildings not subjected to crowds or wheeled vehicles, hostels, guest houses, residential clubs, and communal areas in blocks of flats

3.0 4.0

C33 Corridors, hallways, aisles in all buildings not covered by C31 and C32, including hotels and motels and institutional buildings subjected to crowds

4.0 4.5

C34 Corridors, hallways, aisles in all buildings not covered by C31 and C32, including hotels and motels and institutional buildings subjected to wheeled vehicles, including trolleys

5.0 4.5

C35 Stairs, landings in all buildings not covered by C31 and C32, including hotels and motels and institutional buildings subjected to crowds

4.0 4.0

C36 Light duty walkways- access for one person, width 600 mm

3.0 2.0

C37 General duty walkways- regular two-way pedestrian traffic 5.0 3.6 C38 Heavy duty walkways- high density pedestrian traffic incl. escape routes 7.5 4.5

C4 Physical activities

C41 Dance halls and studios, gymnasia, stages 4.5 5.0 3.5 7.0

5.0 3.6 C42 Drill halls and drill rooms 5.0 7.0

C5 Susceptible to large crowds

C51 Assembly areas without fixed seating, concert halls, bars and places of worship 5.0 7.5 3.5 4.5

5.0 3.6

C52 Stages in public assembly areas 7.5 4.5 D Shopping/ Retail areas

D1 General retail shops 4.0 5.0 3.5 7.0(4.0) 4.0 3.6 D2 Department stores 4.0 5.0 3.5 7.0

Note: * Concentrated at the outer edge

Imposed load balconies including floors and stairs EN 1991-1-1:2010


PART 1 EUROCODE 7

1.2.2 Barrier loads, LH Claddings shall be designed to sustain safely the characteristic values of the line load qk acting at the height of the partition wall or parapets but not higher than 1.20 m

Category Sub-category examples EN 1991-1-1 Table 6.12

UK NA Table NA.8

A Domestic and residential activities

(i) All areas within or serving exclusively one dwelling including stairs, landings etc. but excluding external balconies and edges of roofs [see (vii)]

0.20 - 1.0 (0.5)

0.36

(ii) Residential areas not covered by (i) 0.74 B and C1 Offices areas

(iii) Areas not susceptible to overcrowding in office and institutional buildings, reading rooms and classrooms including stairs

0.74

(iv) Restaurants and cafes 1.5 C2, C3 & C4 Areas where people may congregate

(v) Areas having fixed seating within 530 mm of the barrier, balustrade or parapet

0.8 1.0

1.5

(vi) Stairs, landings, balustrades, corridors and ramps 0.74 (vii) External balconies and edges of roofs Footways within building curtilage and adjacent to basement/sunken areas

0.74

D (viii) All retail areas 1.5 C5 Areas susceptible to large crowds

(ix) Footways or pavements less than 3 m wide adjacent to sunken areas

3.0 5.0

1.5

(x) Theatres, cinemas, discotheques, bars, auditoria, shopping malls, assembly areas, studios Footways or pavements greater than 3 m wide adjacent to sunken areas

3.0

(xi) Grandstands and stadia (See requirements of appropriate certifying authority)

-

E Storage and industrial areas

(xii) Industrial; and storage buildings except as given by (xiii) and (xiv)

0.8 2.0

0.74

(xiii) Light pedestrian traffic routes in industrial and storage buildings except designated escape routes

0.36

(xiv) Light access stairs and gangways not more than 600 mm wide

0.22

F and G Garages and vehicle traffic areas

(xv) Pedestrian areas in car parks including stairs, landings, ramps, edges or internal floors, footways, edges of roofs See Annex B

1.5

(xvi) Horizontal loads imposed by vehicles See Annex B

Horizontal loads on partition walls and parapets, qk [kN/m] EN 1991-1-1:2010


8 PART 1 EUROCODE

1.2.3 Maintainance load, LM Roof live load

Roofs shall be designed to sustain safely the characteristic uniformly distributed load qk and concentrated load Qk acting independently.

H Roofs not accessible except for normal maintenance and repair

EN 1991-1-1 Table 6.10

UK NA Table NA.7

qk,[kN/m2] Qk,[kN] Slope, qk,[kN/m2] Qk,[kN]

0 1.0 (0.4)

0.9 1.5 (1.0)

30 0.6

0.90 30 < < 60 0.6[(60-)/30] > 60 0

I Roofs accessible by occupants Consider appropriate imposed loads according to categories A to D

Actions during execution EN 1991-1-6, Table 4.1 Working personnel, staff and visitors, with hand tools or other small site equipment shall be min. 1.0 kN/m2. Roof other than those with roof sheeting EN 1991-1-1, 6.3.4.2 (4) Roofs, other than those with roof sheeting, should be designed to resist 1,5 kN on an area based on a 50 mm sided square. Roof elements with a profiled or discontinuously laid surface, should be designed so that the concentrated load Qk acts over the effective area provided by load spreading arrangements.

Imposed loads on roofs EN 1991-1-1:2010


PART 1 EUROCODE 9

BMU Loading Definition acc. to EN 1808:1999 1 Trolley unit 2 Monorail track 3 Traversing trolley 4 Single point suspended platform 5 Carriage 6 Fixed davit 7 Counterweight suspension beam 8 Suspended platform 9 Parapet clamp 10 Suspended chair

Description Wind speed Wind pressure Wind load for 3m long BMU* Impact energy**

Normal operation (25mph) 11.2 m/s 0.08 kN/m2 0.29 kN 280 Nm or J Unrestrained (H 40 m) 14 m/s 0.125 kN/m2 0.46 kN 690 Nm or J Restrained (H > 40 m) 20 m/s 0.25 kN/m2 1.00 kN 1400 Nm or J Notes: * The exposed area of one person standing on a work platform behind an imperforate section of fencing 1 m high is 0,35 m2 with the centre of area 1,45 m above the platform floor. The full area of one person is 0,7 m2 with the centre of area 1,0 m above the platform floor. ** Impact energy of the suspended platform when allowed to be drawn or sucked from faade by negative gust wind pressures acting on the suspended platform, and then released to impact into faade.

Minimum restraint force EN 1808 Cl. 6.7: The mullion guide and anchor points shall be adequately attached to the building and capable of withstanding the operational and wind loads imposed upon them with the platform in any position. The members linking the platform to the mullions or anchor points shall be capable of withstanding the operational and wind loads imposed upon them. For the calculation, the minimum value of the effort applied to the restraint system shall be 1 kN. Restraint system

EN 1808 Cl. 7.7.3: The lowest restraint point shall not be more than 40 m above the lowest working level. The distance between restraints above 40 m shall not exceed 20 m. 1 Anchor point 2 Member linking the platform to the anchor point 3 Suspension wire ropes

Load case

Condition Allowable yield stress,

E/E

Allowable breaking stress,

R/R 1 In service conditions, SAE with RL affected by wind. Fy/1.5 Fu /4.0

2 Occasional conditions (e.g. static and dynamic tests, tripping of overload detection device) Fy /1.33 Fu /2.2

3 Extreme conditions (e.g. operation of secondary device, out-of-service wind) Fy Fu /1.5

Wind loads EN 1808:1999 Cl. 6.3.3

Allowable stresses EN 1808:1999 Cl. 6.2.1.1


10 PART 1 EUROCODE

Fall Arrest Protection against fall from a height

Class Diagram Static load Dynamic test Class A1 - Vertical, horizontal and inclined surface anchor devices 10 kN [4.3.1.1]

100 kg mass at a maximum of 300 mm horizontal eccentricity from the anchor point to freely fall at a height of 2500 50 mm.

1 Structural anchors 2 Anchor point

Class A2 - Inclined roof anchor devices 10 kN [4.3.1.2] 1 Structural

anchors 2 Anchor point

Class B - Transportable temporary anchor devices 10 kN [4.3.2] 1 Anchor point

Class C - Horizontal flexible anchor line 6 kN [5.3.4.1] 100 kg mass at a maximum of 300 mm horizontal eccentricity from the anchor point to freely fall Dynamic performance test: at a height to provide sufficient fall energy to develop at least 6 kN.

1 Structure 2 Extremity structural anchor 3 Intermediate structural anchor 4 Anchor line 5 Mobile anchor point

Class D - Horizontal rigid anchor lines One person: 10 kN Multiple person: 10 kN + 1 kN for each additional person. [4.3.4]

1 Anchor rail 2 Mobile anchor point

Class E - Dead weight anchors

1 Anchor point

Anchor Devices EN 795:1997 Cl. 5


PART 1 EUROCODE 11

Temporary Edge Protection

Class Inclination Verification

A < 10

Static loads:

- Maximum lateral deflection of 55mm under horizontal loads FT1 & FT2 for boards and FH1 for posts - No material failure under vertical load FD (F = 1.0) - No material failure under horizontal loads FH1 & FH2 (F = 1.5)

All components are capable of resisting 30 kg upward force

B 10 - 30 Pendulum test: 200mm: 1100 J > 200mm: 500 J

-

C 30 - 60 Rolling Test: - 75 kg roller - Impact points (worst location): midspan and post

Sample of temporary edge protections Class A Static load

Class B & C Class C Pendulum Test Rolling Test

Temporary edge protection EN 13374:2004


12 PART 1 EUROCODE

1.3 Snow load (S) Snow load on roof is considered as medium term load, i.e., to have a notional duration of one month acc. to EN 1991-1-3 Cl. 5.

Action Values

Notes Clause Data

Z A

Characteristic snow load, Sk: Region Sk

UK [NA.2.8] (((( ))))0.1Z 0.2 A 100 525+ + + + + + + + Alpine Region (((( ))))2( 0.642Z 0.009 ) 1 A 728 + ++ ++ ++ +

Central East (((( ))))2( 0.264Z 0.002 ) 1 A 256 + ++ ++ ++ +

Central West 0.164Z 0.082 A 966 + + + +

Zone Site altitude, [m]

Characteristic snow load on ground, [kN/m2]

Fig. C.1 through C1.13

Table C.1

Roof Shape coefficient

Case (i): Undrifted load a) 0 30:

1 = 0.8 b) 30 < < 60:

160

= 0.830

c) > 60 1 = 0

Case (ii): Drifted load a) 0 30:

2

= 0.8 + 0.830

b) 30 < < 60: 2 = 1.6

c) > 60 2 = --

Angle of pitch of roof, [] (a) Flat or monopitch roof undrifted & drifted load

(b) Duopitch Roof undrifted (case i) and drifted load (cases ii & iii)

Fig. 5.2

Table 5.2

Fig. 5.3

Table 5.2

Canopy Shape coefficient

b1 b2 h

b1 5m or { b1 > 5m; h 1m}: ls = min { 5h; b1; 15m} 3 = min { 2h/Sk; 2bmax/ls; 5.0}

b1 > 5m: ls = min { 5h; b1; 15m}

a) 0 30: 3 = min { 2h/Sk; 2bmax/ls; 8.0}

b) 30 < < 60: {{{{ }}}}3 k max s 60 = min 2h S , 2b l , 8.0 30

Width of canopy projection Width of abutting taller building Differential height

5.3.6

Fig. B3 B4 (d) B4 (c)

Fig. B2

B3 (3)

Table B1

Snow load Case (i) Undrifted snow load s = Ce 1 sk

Case (ii) Drifted snow load s = Ce 2 sk

case (iii) Exceptional snow drift s = 3 sk

Characteristic snow load, [kN/m2] Exposure coefficient, Ce:

Topography Ce Windswept 0.8 Normal 1.0 Sheltered 1.2

5.2 (3)P

Table 5.1

Snow load on monopitch roof EN 1991-1-3:2003


PART 1 EUROCODE 13

Figure 1.3-1 Characteristic ground snow load map Fig. NA.1 UK NA to BS EN 1991-1-3:2003


14 PART 1 EUROCODE

1.4 Wind load (W) 1.4.1 Relevant dimensions

For low-rise buildings (h/d 0.25), according to EN 1991-1-4, Table 7.1 the effect of building plan dimension is more severe on the positive pressure of the windward face when the inwind depth d is the longer dimension. Albeit, the directional factor is conservatively assumed unity.

1.4.2 Directional factor, cdir Directional factor, cdir EN 1991-1-4:2005 Clause 4.2

EN 1991-1-4 UK NA [Table NA.1] Direction - 0 30 60 90 120 150 180 210 240 270 300 330

cdir 1.0 0.78 0.73 0.73 0.74 0.73 0.80 0.85 0.93 1.00 0.99 0.91 0.82

1.4.3 Seasonal factor, cseason These factors provide the 0.02 probability of exceedence for the period given.

Seasonal factor, cseason EN 1991-1-4:2005 clause 4.2

Months EN 1991-1-4 UK NA [Table NA.2]

- 1 month 2 months 4 months 6 months January

1.0

0.98 0.98

0.98

February 0.83 0.86

0.87 March 0.82

0.83 0.83

April 0.75 0.75

0.76 0.84

May 0.69 0.71

0.73 June 0.66

0.67 0.83

July 0.62 0.71

0.86 August 0.71

0.82 0.90

September 0.82 0.85

0.96 October 0.82

0.89 1.00

1.00

November 0.88 0.95

1.00 December 0.94

1.00 1.00

January 0.98 0.98

February 0.83 0.86

March 0.82

1.4.4 Probability factor, cprob The basic values of wind velocity or the velocity pressure determined using EN 1991-1-4 are characteristic values having annual probabilities of exceedence of 0.02, which is equivalent to a mean return period of 50 years (it should not be interpreted as occurring regularly every 50 years).

EN 1991-1-4 UK NA [NA.2.8] Probability of exceeding a given R-return period wind speed in L years - (((( ))))R Lp 1 1 1 R= = = =

Probability factor (((( ))))

(((( ))))(((( ))))

prob1 0.2 ln ln 1 p1 0.2 ln ln 1 p

c = = 1.33431 0.2 ln ln 1 1 50

Return periods for climatic actions EN 1991-1-6:2005, 4.7 Table 3.1 Duration

of execution Target return period

L Probability of exceeding

in any one year, p Probability factor

cprob Wind load

Rec. basic value vb = cprob vb

3 days 2 years 0.40 0.7982 0.64qp vb 20 m/s 1 month 3.5 years 0.25 0.8376 0.70qp vb 20 m/s 3 months 5 years 0.18 0.8622 0.74qp vb 20 m/s 1 year 10 years 0.10 0.9025 0.81qp - > 1 year 50 years 0.02 1.0 qp -

Probability factor EN 1991-1-4:2005 Cl. 4.2


PART 1 EUROCODE 15

1.4.5 Calculating peak velocity pressure

Action Values Notes Clause Data

Factors

Basic velocity pressure

vb,0

cdir = 1.00 [See section 1.4.2.1.4.2] cseason = 1.00 [See section 1.4.2.1.4.3]

probc = 1.00 [See section 1.4.2.1.4.4]

= 1.25 kg/m3

vb = cprob cseason cdir vb,0 qb = vb2

Fundamental value of basic wind velocity (10 min. mean), [m/s] Directional factor, [-] Seasonal factor, [-] Probability factor, [-]

Air density

Basic wind velocity, [m/s] Basic velocity pressure, [N/m2]

4.2 (1)P

4.2 (2)P

4.5 (1)

Peak velocity pressure

z

ce(z) [See Figure 1.4-1] qp(z) = ce(z)qb

Height considered above terrain, [m] Exposure factor, [-] Peak velocity pressure, [N/m2] Land category:

Land Category 0 Sea or coastal area I Flat country without obstacles II Farmland with boundary hedges III Suburban or industrial areas IV Densely built-up urban areas

7.2.2 Fig. 4.2 4.5 (1)

Figure 1.4-1 Exposure factor, ce(z) EN 1991-1-4:2005, Fig. 4.2

Wind load calculation for EU EN 1991-1-4:2005


16 PART 1 EUROCODE

Figure 1.4-2 EU Fundamental basic wind velocity vb,map [m/s]


PART 1 EUROCODE 17

Action Values Notes Clause Data

Factors

Basic velocity pressure

vb,map [see Figure 1.4-3] 0.2

alt10

c = 1 0.001 Az

+ + + +

vb,0 = vb,map calt cdir = 1.00 [See section 1.4.2.1.4.2] cseason = 1.00 [See section 1.4.2.1.4.3]

probc = 1.00 [See section 1.4.2.1.4.4]

vb = cseason cdir cprob vb,0

qb = 0.613 vb2

Basic wind velocity (10 min. mean), [m/s]

Altitude factor for z 10 m., [-] Fundamental value of basic wind velocity, [m/s] Directional factor, [-] Seasonal factor, [-] Probability factor, [-]

Basic wind velocity, [m/s]

Basic velocity pressure, [N/m2] = 1.226 kg/m3

Fig. NA.1

NA.2.5

4.2 (2)P

4.2 (2)P

4.5(1)P Displacement height - for Town terrain (IV)

h have = 15 m (if no available data) x

values of hdis:

hdis (lesser of) x 2have 0.8have; 0.6h

2have < x < 6have 1.2have 0.2x; 0.6h x 6have 0

Building height, [m] Average height of neighbouring structures, [m] Site horizontal distance to other structures, [m] Effective height, [m]

A.5 (1)

Orography is not significant

ce(z) [see Figure 1.4-4]

a) Country terrain (I & II) qp = ce(z) qb

b) Town terrain (III & IV) ce,T [see Figure 1.4-5] qp = ce(z) ce,T qb

Exposure factor, [-]

Peak velocity pressure, [N/m2]

Exposure correction factor for Town terrain, [-]

Fig. NA.7

NA.2.17

Fig. NA.8

Orography is significant

co(z) = vm/vmf z 50 m

2o( z )

p bc 0.6

q = ce( z ) q1.6

++++

z > 50 m cr(z)

a) Country terrain (I & II) vm = co(z) cr(z) vb

b) Town terrain (III & IV) cr,T vm = co(z) cr(z) cr,T vb

Iv(z)flat v( z ) flat

v(z)o( z )

II =

c

(((( ))))2 2p v( z ) mq = 1 3I 0.613 v+ + + +

Orography factor, [-]

Peak velocity pressure, [N/m2]

Roughness factor, [-]

Mean wind velocity, [m/s]

Roughness correction factor for Town terrain, [-]

Turbulence intensity for flat terrain, [-]

Turbulence intensity factor, [-]

Peak velocity pressure for = 1.226 kg/m3, [kN/m2]

A.3

NA.2.17

Fig. NA.3

NA.2.11

Fig. NA.4

Fig. NA.5

NA.2.16

NA.2.17

Wind load calculation for UK UK NA to BS EN 1991-1-4:2005


18 PART 1 EUROCODE

1.4.6 Factors and coefficients

Figure 1.4-3 UK Fundamental basic wind velocity vb,map [m/s] UK NA to BS EN 1991-1-4:2005, Fig. NA.1


PART 1 EUROCODE 19

Figure 1.4-4 Exposure factor, ce(z) UK NA to BS EN 1991-1-4:2005, Fig. NA.7

Figure 1.4-5 Exposure correction factor for Town terrain, ce,T UK NA to BS EN 1991-1-4:2005, Fig. NA.8

5

20

3

0

50

70

2

5


20 PART 1 EUROCODE

1.4.7 Wind load on cladding elements The coefficients may be applied to non-vertical walls within 15 of vertical acc. to UK NA.2.27.

Action Values

Notes Clause Data h, b, d

h/d Building height, crosswind breadth, inwind depth, [m] Slenderness ratio, [-]

External pressure coefficient

e = min{b; 2h} gap

values of Cpe: Side wall

Zone Isolated Funnelling

1m > 1m b/4 gap b A -1.4 -1.2 - 1.6 B -1.1 -0.8 - 0.9 C -0.5 -0.5 - 0.9

Windward wall

D h/d 0.25 h/d > 0.25

+1.0 +0.7 +1.0 +0.8 Leeward wall

E h/d

0.25 1 h/d > 0.25

h/d > 1

- 0.30 - 0.5 - 0.7

Scaling length, [m] Gap to adjacent building, [m] External pressure coeff. for isolated & funnelling, [-]

Fig. 7.5

Table 7.1 NA.2.27

Table 7.1

Internal pressure coeff.

cpi(+) = +0.2 cpi() = 0.3

Internal pressure coeff. for uniformly distributed opening, [-]

7.2.9

Net wind Pressure

Zones A, B, C & E: w

= qp [cpe cpi(+)] Zone D:

w

= qp [cpe cpi()]

Maximum net wind suction, [kN/m2]

Maximum net wind pressure, [kN/m2]

5.2

1.4.8 Pressure on walls with more than one skin

Action Values

Notes Clause Data = (area of opening)/(area of skin) Permeability of a skin 7.2.10 Case 1:

Permeable outside skin, o 0.001: w+ = qp (2/3Cpe+); w = qp (1/3Cpe)

Impermeable inside skin, i < 0.001: w = qp (Cpe Cpi)

Applicable when extremities of the layer between skins are closed

Case 1 Case 2

Case 3 Case 4

7.2.10

Case 2:

Impermeable outside skin, o < 0.001: w = qp (Cpe)

Impermeable more rigid inside skin, i > o w = qp (Cpe Cpi)

Case 3:

Impermeable outside skin, o < 0.001: w = qp (Cpe Cpi)

Permeable inside skin, i 0.001: w = qp (1/3Cpi)

Case 4:

Impermeable more rigid outside skin, o > i: w = qp (Cpe Cpi)

Impermeable inside skin, i < 0.001: w = 0

Note: 2/3 according to CWCT 2.2.5.1.

Characteristic wind load for walls of rectangular plan buildings UK NA to BS EN 1991-1-4:2005, 7.2.2

Walls with more than one skin EN 1991-1-4:2005, 7.2.10


PART 1 EUROCODE 21

1.4.9 Wind load for walls of rectangular plan building in London

Suction Local Suction LocalLow-rise bldg. 10 0,89 -0,77 -1,16 -0,85 -1,39Intermediate 25 1,15 -1,00 -1,50 -1,10 -1,81Medium-rise 50 1,31 -1,14 -1,71 -1,25 -2,05High-rise 100 1,43 -1,25 -1,87 -1,37 -2,24Skyscraper 200 1,57 -1,37 -2,05 -1,51 -2,46

Funnelling [kN/m]LONDON Building height [m]

Pressure [kN/m]

Isolated [kN/m]

10

20

30

40

50

60

70

80

90

100

110

120

130

140

150

160

170

180

190

200

-2.5 -2.0 -1.5 -1.0 -0.5 0.0 0.5 1.0 1.5

Build

ing

Heig

ht [m

]

Wind Load [kN/m]

Wind Load in London


22 PART 1 EUROCODE

1.4.10 Wind load on free-standing walls

Action Values

Notes Clause Data

h, L

Height and length of free-stand wall, [m] Solidity ratio, [-]

Fig. 7.19 7.4 (1)

Pressure coefficients

values of Cp: Zone = 1.0 = 0.8

Without return corners*

Cp3 L/h 3

Cp5 L/h = 5

Cp10 L/h 10

A 2.3 2.9 3.4

1.2 B 1.4 1.8 2.1 C 1.2 1.4 1.7 D 1.2

With return corners h A 2.1

1.2 B 1.8 C 1.4 D 1.2

* Intermediate values of Cp

3 < L/h < 5 (((( ))))p5 p3p5 c cLc 5 h 2

5 < L/h < 10 (((( ))))p10 p5p10 c cLc 10 h 5

< 0.8: Treat as plane lattices acc. to 7.11

Table 7.9

Fig. 7.19

7.4.2 Fig. 7.20

Fin features Corner fins: cp,net = 2.0

Series of fins: x s

cp,net = max{scp; 0.4}

Net pressure coefficient [-]

Dist. of sheltering upwind fin h, [m] Shelter factor, [-] Net pressure coefficient [-]

[BRE NJCook cl. 20.8.3] 7.4.2 Fig. 7.20

Net pressures w = cp,net qp

Action Values

Notes Clause Data

h b zg

Height of signboard, [m] Width of signboard, [m] Separation height of signboard from ground, [m]

Fig. 7.21 7.4 (1)

Net pressure coefficients

values of cf: zg h/4 cf = 1.8

zg < h/4 b/h 1 cf = 1.8

b/h > 1 Treat at parapet acc. to 7.4.1

Fig 7.21

Net pressure w = cf qp

Wind load on free-standing walls EN 1991-1-4:2005, 7.4

Wind load on signboards EN 1991-1-4:2005, 7.4.3


PART 1 EUROCODE 23

1.4.11 Wind load on long elements

Action Values

Notes Clause Data

b, d, L

Width, depth and length of element, [m] Solidity ratio, [-]

Fig. 7.23

Force coefficient

values of cf,0: Structural (sharp edge) cf,0 = 2.0 Circular cf,0 = 1.0 Rectangular See Fig. 7.23 Square cf,0 = 2.1

Reduction factor for square sections with radius:

r

Force coefficients, [-]

Reduced force coefficient, [-]

7.6 Fig. 7.23 7.7

Fig. 7.28

Fig. 7.24

End-effect reduction factor

Free-end polygon & sharp edged sections: a) L < 15 m

= 2L/b or 70(lesser of) b) L 50 m

= 1.4L/b or 70(lesser of) Free-end circular sections & Ends connected to structure: a) L < 15 m

= L/b or 70(lesser of) b) L 50 m

= 0.7L/b or 70(lesser of) values of cf,0:

Free-end

Structural, polygon & lattice

= min {2L/b;70}

Circular cf,0 = 1.0 Abutted ends

Any section See Fig. 7.23

Effective slenderness ratio, [-]

End-effect factor, [-]

Table 7.16

Fig. 7.36

Net pressure w

= cf,0 qp Net wind pressure

Design wind loads on long elements EN 1991-1-4:2005, 7.6, 7.7 & 7.8


24 PART 1 EUROCODE

1.4.12 Wind load on parapet attached to curtain wall

max, w

C

B

A

C C

parapet min, wparapet

max, wcwmin, wcw

a

L

Case-1: max, wparapet = Cp,Aqs min, wcw = [Cpe,E Cpi(-)]qs

Case-2: min, wparapet = Cp,Dqs max, wcw = [Cpe,A Cpi(+)]qs


PART 1 EUROCODE 25

1.5 Load combinations 1.5.1 Faming member design

The most unfavourable effect of the following load combinations should be considered for characteristic serviceability evaluations.

Serviceability Ultimate limit state Description Occupancy

CO100: D CO200: 1.35D Dead incl. member self-weight all

CO101: D + Wp CO201: 1.35D + 1.5Wp Dead + wind pressure all

CO102:

D + Ws + 0.7L CO202: 1.35D + 1.5Ws + 0.71.5L Dead + wind suction + imposed all

CO103: D + L + *0.6Ws CO203: 1.35D + 1.5L + *0.61.5Ws Dead + imposed + wind suction all Note: *0.5Ws acc. to UK NA Table NA.A1.1

Serviceability Ultimate limit state Description Occupancy

CO100: D CO200: 1.35D Dead incl. member self-weight all

CO101: D + Wp + **0.7S CO201: 1.35D + 1.5Wp + **0.71.5S D + Wp + 0.7SA

Dead + wind downforce + snow Dead + wind downforce + snow drift

all

CO102: D + S + *0.6Wp CO202: 1.35D + 1.5S + *0.61.5Wp D + SA + 0.7Wp

Dead + snow + wind downforce Dead + snow drift + wind downforce

all

CO103:

D + Ws CO203: D + 1.5Ws Dead + wind uplift all

CO104: D + L CO204: 1.35D + 1.5L Dead + imposed H Note: *0.5Wp for UK NA:2005 Table NA.A1.1 **0.7S for H >1000m a.s.l; 0.5S for H 1000m a.s.l. 1.5.2 Glass design

Serviceability Description

Single glass

CO301: D + W + 0.5L Dead + wind in the direction of the imposed load

CO302: D + L + 0.5W Dead + imposed + wind in the direction of the imposed load

Multiple glazing

CO311: D + W + 0.5L Dead + wind in the direction of the imposed load

CO312: D + L + 0.5W Dead + imposed + wind in the direction of the imposed load

CO313: D + Wp + Hw Dead + wind pressure + winter climate

CO314: D + Ws + Hw Dead + wind suction + winter climate

CO315: D + L + Hw Dead + imposed + winter climate

CO316: D + Wp + Hs Dead + wind pressure + summer climate

CO317: D + Ws + Hs Dead + wind suction + summer climate

Vertical facades EN 1990:2005 6.5.3

Sloped faade ( 10) or overhead glazing EN 1990:2005 6.5.3

Vertical facades TRAV:2003 4.2

DEFLECTION & STRUCTURAL MOVEMENTS STRUCTURAL ENGINEERS FAADE NOTES

26 PART 1 EUROCODE

I-2 DEFLECTION & STRUCTURAL MOVEMENTS 2.1 Deflection limits

EN 1990:2002 cl. 3.4, states that serviceability requirements are agreed for each individual project. 2.1.1 Primary Structure

Component Deflection Description EN UK NA Steel EN 1993-1-1

Vertical deflection

Carrying brittle finish - L/360 Other beams - L/200 Cantilevers - L/180

Horizontal deflection

Tops of columns in single-storey buildings except portal frames - H/300

In each storey of a building with more than one storey - Hi/300 Concrete EN 1992-1-1

Vertical deflection

Beam, slab or cantilever under quasi-permanent loads span/250 - Deflection after construction to prevent damage to adjacent parts of the structure under quasi-permanent loads span/500 -

EN 1995-1-1 Table 7.2 UK NA:2008 Table NA.5

Instantaneous, winst Net final, wnet,fin = winst + wcreep - wcamber

Final, wfin = winst + wcreep

Net final, wnet,fin = winst + wcreep - wcamber

No plaster* With plaster* Simple beam L/300 to L/500 L/250 to L/350 L/150 to L/300 L/150 L/250

Cantilever L/150 to L/250 L/125 to L/175 L/75 to L/150 L/75 L/125 Note: * Roof or floor members with or without a plastered or plasterboard ceiling.

2.1.2 Facade

Component Limit Clause Frontal deflection under wind load L/200 or 15mm 4.1; EN 13116:01, 4.3.1 Horizontal framing under vertical loads L/500 or 3mm 4.2

Steel and Concrete design EN 1993:2005 & EN 1992:2004

Timber design EN 1995-1-1:2004

Curtain wall EN 13830:2003

STRUCTURAL ENGINEERS FAADE NOTES DEFLECTION & STRUCTURAL MOVEMENTS

PART 1 EUROCODE 27

2.2 Structure tolerance 2.2.1 Concrete Structures

Permitted deviation is the permitted algebraic differences between the limits of size and the corresponding reference size (unless is stated). See EN 13670:2009 cl. 3.13, also ISO 1803:1997 cl. 3.8. The "box principle" will require that all points of the structure are within the specified theoretical position with a margin in any direction corresponding to the permitted deviation. A recommended value when applying the box principle is 20 mm.

Structure Type

Description Permitted Deviation [mm] Clause Base supports Foundations

Plan section Position in plan of a base support relative to the secondary lines

25 = G.10.3.a

Vertical section Position in vertical direction of a base support relative to the secondary level

20 = G.10.3.b

Columns and walls

Verticality by storey Inclination of a column or wall at any level

{ }{ }

h 10m : = max h 400;15h 100m : = max h 600;25

>

h in mm

10.4.a

Offset between floors Deviation between centrelines at floor level

( ){ }1 2 max t t 30;15 30 = + 10.4.b

Curvature between adjacent floors

Curvature of a column or wall between adjacent storey levels

{ } = max h 300;15 30 h in mm

10.4.c

Tolerances EN 13670:2009


28 PART 1 EUROCODE

Inclination Location of any column, wall or floor edge, at any storey level from any vertical plane through its intended design centre at base level

ih min ; 50

200 n

=

H in metres

10.4.d

Position on plan of a column Position in plane of a column relative to the secondary lines

= 25 G.10.4.a

Position on plan of a wall Position in plane of a wall relative to the secondary line

= 25 G.10.4.b

Distance apart Free space between adjacent columns or walls

{ } max l 600;20 60 = G.10.4.c

Beams and slabs

Location of beam to column connection

Measured relative to the column

{ } max b 30;20 = 10.5.a

Bearing Position of bearing axis support

{ } max l 20;15 = 10.5.b

Straightness of beam Horizontal straightness of beams

{ } max l 600;20 = G.10.5.a

Distance apart Between adjacent beams, measured at corresponding points

{ } max l 600;20 40 = G.10.5.b

STRUCTURAL ENGINEERS FAADE NOTES DEFLECTION & STRUCTURAL MOVEMENTS

PART 1 EUROCODE 29

Inclination of beam or slab Difference in level across a beam or slab at corresponding points in any direction

( ) 10 + l 500 = G.10.5.c

Level of adjacent beams Measured at corresponding points

( ) 10 + l 500 = G.10.5.d

Level per storey Level of adjacent floors at supports

20 = G.10.5.e

Level Level of floors measured relative to the intended design level at the reference level

H 20m : = 20H 20m : = 0.5(H+20) 50

>

H in metres

G.10.5.f

Sections Cross-section dimension of elements

Tolerance Class 1

( )

l 150 : = 10150


30 PART 1 EUROCODE

Not moulded surface global globallocal local

l = 2.0 m ; = 15l = 0.2 m ; = 6

Skewness

Skewness of cross-section a 25 30 = b 25 30 =

G.10.7.b

Edge straightness Floor slab or element { }

l 1000 : = 8l 1000 : = min 8l;20

>

G.10.7.c

Holes and inserts

Holes and conduit inserts Deviation from secondary line

x y

D

, 25 = 10

=

G.10.8.a

Blockout and recesses Deviation from secondary line

x y 1 2, , , 25 =

G.10.8.b

Anchor bolts and similar inserts

Placing of bolts and centre of a bolt group

1 10 = G.10.8.c

Internal distance between bolts in a group

2 3 =

Protrusion and inclination 3 +25/ 5 = { }s 3 max l 200; 5 =

Anchoring plates and similar inserts

Deviation in plane x y, 20 =

G.10.8.d

Deviation in depth z 10 =

STRUCTURAL ENGINEERS FAADE NOTES DESIGN ASSISTED BY TESTING

PART 1 EUROCODE 31

I-3 DESIGN ASSISTED BY TESTING 3.1 Assessment via the characteristic value (5% Fractile)

Action Values

Notes Clause Data x1, x2 .., xi .., xn

n d m

Measured values [kN] Number of measured values [-] Design value of the conversion factor [-] Partial safety factor of the material [-]

D7.2

Normal distribution x i

i

1m = x

n

( ) ( )2x i xs = x m n 1 x

xx

sV = m

( )k x n xX = m 1 k V

Mean value [kN]

Standard deviation [kN]

Coefficient of variation [-]

Characteristic value [kN]

D7.2

Log-normal distribution ( )y i

i

1m = ln x

n

Vx is known from previous knowledge: ( )2y x xs = ln V 1 V +

Vx is unknown from previous knowledge: ( ) ( )2y i ys = ln x m n 1

( )m k sy n ykX = e

Logarithmic mean value [kN]

Logarithmic standard deviation [kN]

Characteristic value [kN]

5% Fractile values of kn: n Vx known* Vx unknown* 1 2.31 - 2 2.01 - 3 1.89 3.37 4 1.83 2.63 5 1.80 2.33 6 1.77 2.18 8 1.74 2.00 10 1.72 1.92 20 1.68 1.76 30 1.67 1.73 1.64 1.64

Values of kn for the 5% characteristic value based on the normal distribution of xs.

Table D1

Design value dd k

m

X =

Design value [kN]

Note: * Prior knowledge come from the evaluation of previous tests in comparable situations. What is comparable needs to be determined by engineering judgement.

Statistical evaluation of test result EN 1990:2002 Annex D7.2

DESIGN ASSISTED BY TESTING STRUCTURAL ENGINEERS FAADE NOTES

32 PART 1 EUROCODE

3.2 Direct assessment of the design value for ULS verifications

Action Values

Notes Clause Data x1, x2 .., xi .., xn

n d

Measured values [kN] Number of measured values [-] Design value of the conversion factor which should cover all uncertainties not covered by the tests [-]

D7.3

Normal distribution x i

i

1m = x

n

( ) ( )2x i xs = x m n 1 x

xx

sV = m

( )d d x d ,n xX = m 1 k V

Mean value [kN]

Standard deviation [kN]

Coefficient of variation [-]

Design value [kN]

D7.3

Log-normal distribution ( )y i

i

1m = ln x

n

Vx is known from previous knowledge: ( )2y x xs = ln V 1 V +

Vx is unknown from previous knowledge: ( ) ( )2y i ys = ln x m n 1

( )m k sy d ,n yd dX = e

Logarithmic mean value [kN]

Logarithmic standard deviation [kN]

Design value [kN]

0.1% lower value values of kd,n: n Vx known* Vx unknown* 1 4.36 - 2 3.77 - 3 3.56 - 4 3.44 11.4 5 3.37 7.85 6 3.33 6.36 8 3.27 5.07 10 3.23 4.51 20 3.16 3.64 30 3.13 3.44 3.04 3.04

Values of kd,n for a probability of observing a lower value of about 0.1% based on normal distribution of xs.

Table D2

Note: * Prior knowledge come from the evaluation of previous tests in comparable situations. What is comparable needs to be determined by engineering judgement.

Statistical evaluation of test result EN 1990:2002 Annex D7.3

STRUCTURAL ENGINEERS FAADE NOTES STEEL DESIGN

PART 1 EUROCODE 33

I-4 STEEL DESIGN 4.1 Properties of steel

Form Density,

[kN/m]

Unit weight, [kg/m]

Youngs modulus, E

[N/mm2]

Modulus of rigidity, G = E/[2(1+)]

[N/mm2]

Poissons ratio,

[-]

Thermal coefficient,

[/C] All 77.0 7 850 210 000 81 000 0.30 1210-6

Form Process Grade Yield strength, fy [N/mm2]

Min. tensile strength,

ft [N/mm2]

Fillet weld correlation factor, w [-]

Reference

3 t 16 t 40

Sections, plates, bars and rods

Non-alloy S235JR/J0/J2 235 225 360 0.80 [EN 10025-2]S275JR/J0/J2 275 265 430 0.85 S355JR/J0/J2/K2 355 345 510 0.90

Normalized/ Normalized rolled weldable fine grain

S275N/NL 275 265 370 [EN 10025-3]S355N/NL 355 345 470 S420N/NL 420 400 520 S460N/NL 460 440 540

Thermo-mechanical rolled weldable fine grain

S275M/ML 275 265 370 [EN 10025-4]S355M/ML 355 345 470 S420M/ML 420 400 520 S460M/ML 460 440 540

Improved atmospheric corrosion resistance

S235J0W/J2W 235 225 360 [EN 10025-5]S355J0W/J2W S355J0WP/J2WP

355 345 470

Quenched and tempered

S460Q/QL/QL1 460 550 [EN 10025-6]S500Q/QL/QL1 500 590 S550Q/QL/QL1 550 640 S620Q/QL/QL1 620 700 S690Q/QL/QL1 690 770 S890Q/QL/QL1 890 940 S960Q/QL/QL1 960 980

Hollow sections Hot finished S 235 H 235 235 360 0.80 [EN 10210-1]S 275 H 275 275 430 0.85 S 355 H 355 355 510 0.90 S 460 NH 460 460 560 1.00

Cold formed S 235 H 235 235 360 0.80 [EN 10219-1]S 275 H 275 275 430 0.85 S 355 H 355 355 510 0.90 S 460 NH 460 460 550 1.00

Material constants of structural steel EN 1993-1-1:2005, Cl. 3.2.6

Characteristic values of structural steel (3mm t 40mm) EN 1993-1-1:2005, Table 3.1

STEEL DESIGN STRUCTURAL ENGINEERS FAADE NOTES

34 PART 1 EUROCODE

Form Process Grade Yield strength, fy

[N/mm2]

Min. tensile strength, ft [N/mm2]

Remarks

Sheets for Constuction

Pre-galvanized S220GD 220 300 [EN 10346:2009superseded EN 10326]

S250GD 250 330

S280GD 280 360

S320GD 320 390

S350GD 350 420

Hot rolled S235JR 210 320 [EN 10025-2:2004]Hot rolled weldable

S275N/NL 220 330 [EN 10025-3:2004]

Sheets for Cold forming

Pre-galvanized Low carbon mild steel

DX51D - 270 [EN 10346:2009superseded EN 10327]

DX52D/53D/55D 140 270

DX54D/56D/57D 120 260

Pre-galvanized High strength

HX160YD 160 300 [EN 10346:2009superseded EN 10292]

HX180YD/BD 180 330/290

HX220YD/BD 220 340/320

HX260YD/BD/LAD 260 380/360/350

HX300YD/BD/LAD 300 390/400/380

HX340BD/LAD 340 440/410

HX380LAD 380 440

HX420LAD 420 470

Pre-galvanized Cold rolled

HCT450X 260 450 [EN 10346:2009]HCT500X 300 500

HCT600X 340 600

Pre-galvanized Hot rolled

HDT450F 320 450 [EN 10346:2009]HDT560F 460 560

HDT580X 330 580

Cold-rolled

DC01/03/04/05 140 270 [EN 10130:1999]DC06 120 270

Hot-rolled DD11 170 440 [EN 10111:1998]DD12 170 420

DD13 170 400

DD14 170 380

Characteristic values of steel sheets (t 3mm ) EN 1993-1-3:2006, Table 3.1


PART 1 EUROCODE 35

4.2 Properties of stainless steel

Microstructure Density,

[kN/m]

Unit weight,

[kg/m]

Youngs modulus, E

[N/mm2]


[N/mm2]

Poissons ratio,

[-]

Thermal coefficient,

[/C] Austenitic 1.4539, 1.4529 & 1.4547

77.0 7 850

195 000

77 000 0.30 1610-6 Austenitic Others 200 000

Ferritic 220 000

Grade

AISI Cold rolled sheet, strip & plates

t 6 mm

Hot rolled sheet, strip & plates

t 12 mm ( 75mm) Bars, rods & sections t 250 mm

Secant Modulus Coeff., n

[Rolling direction]

Bend radius

fy [N/mm2]

fu [N/mm2]

fy [N/mm2]

fu [N/mm2]

fy [N/mm2]

fu [N/mm2] Long. Trans. [EN 1090-2]

1.4301 304 230 540 210 520 190 500 6 8 2t

1.4306, 1.4307 304L 220 520 200 520 (500) 175 450 6 8 2t 1.4401 316 240 530 220 530 (520) 200 500 7 9 2t 1.4404, 1.4435 316L 240 530 220 530 (520) 200 500 7 9 2t 1.4462 Duplex 480 660 460 660 (640) 450 650 5 5 2.5t Note: Fillet weld correction factor, w = 1.0 for Stainless steel.

Microstructure Symbol 0.2% proof strength level, Rp0.2 [N/mm2]

Tensile strength level, Rm [N/mm2]

Austenitic steels +C700 - 700 850

+C850 - 850 1000

+C1000 - 1000 1150

+CP350 350 500 -

+CP500 500 700 -

+CP700 700 900 -

4.2.1 Secant modulus of stainless steel s,1 s,2

s,ser

(E +E )E =

2 s,i n

i,Ed,ser

i,Ed,ser y

EE = E1+0.002

f

where: Es,1 is the secant modulus corresponding to the stress 1 in the tension flange. Es,2 is the secant modulus corresponding to the stress 2 in the compression flange.

Material constants of stainless steel EN 1993-1-4:2006 Cl. 2.1.3

Characteristic values of stainless steel EN 1993-1-4:2006 Table 2.1

Work hardened condition (process route 2H) EN 1993-1-4:2006 Table B.1; EN 10088-2:2005 Table 17


36 PART 1 EUROCODE

4.3 Resistance of steel cross-sections 4.3.1 Partial safety factors

Part Steel Stainless steel [EN 1993-1-1] UK NA.2.15 [EN 1993-1-4]

Resistance of cross-section whatever class M0 1.0 1.0 1.1

Resistance of members to instability M1 1.0 1.0 1.1

Resistance of cross-section in tension to fracture M2 1.25 1.1 1.25

4.3.2 General cross-sections

Mode Values Notes Clause Shear Ed

c ,Rd

V 1.0

V

{{{{ }}}}c,Rd pl,Rd c,RdV = min V ; V Plastic shear resistance

vpl,Rd y M0

AV = f

3

Elastic shear resistance(horizontal shear) c,Rd y M0

It 1V = f Q 3

Design shear resistance [kN] Shear area, Av:

I, H, C, T v w wA = h t RHS // to h (((( ))))vA = A h b+h RHS to h (((( ))))vA = A b b+h CHS vA = 2A Flat bar vA = 0.8A Round bar vA = 0.6A

6.2.6

Torsional shear (((( ))))t

Rd y M0 EdI c

T = f T3

(((( )))) (((( ))))2 2tI c b t 3b 1.8t + + + +

Torsional resistance [kNm] Approx. non-linear torsional constant [mm] (refer to design aide formulas for exact value)

Bending Pure bending: Ed

c ,Rd

M 1.0

M

{{{{ }}}}Rd c ,Rd u,RdM = min M ; M c,Rd y M0M =W f u,Rd el,net u M2M = W f

Lateral-torsional buckling: Ed

b ,Rd

M 1.0

M

b,Rd LT cy,RdM = M where:

z tcr

EI GIM =

L

LT y y cr = W f M (((( )))) 2LT LT LT LT = 0.5 1 0.2 + ++ ++ ++ +

LT 2 2LT LT LT

1 = 1.0

+ + + +

Design tension resistance [kNm]

General yielding along the member [kNm] Local failure at a section with holes [kNm] Section modulus, W:

Class 1 & 2 plW = W Class 3 elW = W Class 4 effW = W

Design buckling resistance moment [kNm]

Elastic critical moment (conservative) [kNm] Slenderness [-] Initial sway inperfection [-] Reduction factor for buckling [-] Imperfection factor, LT:

Rolled I, h/b 2 a LT = 0.21

Rolled I, h/b > 2 b LT = 0.34

Welded I, h/b 2 c LT = 0.49 Welded I, h/b > 2 Other sections d LT

= 0.76

6.2.5(1)

6.2.5(4) 6.2.5(2)

6.3.2.1(1)

6.3.2.1(3)

6.3.2.2

6.3.2.2

6.3.2.2

6.3.2.1

Partial material safety factors for ultimate limit states

Design resistance of steel structures EN 1993-1-1:2005


PART 1 EUROCODE 37

Mode Values Notes Clause Tension A

Anet Basis:

Ed

t ,Rd

N 1.0

N

Where: {{{{ }}}}t,Rd pl ,Rd u,RdN = min N ; N

pl,Rd y M0N = A f u,Rd net u M2N = 0.9A f

Gross section area [mm2] Net section area [mm2]

Design tension resistance [kN] Design plastic resistance of gross section [kN] Local failure at a section with holes [kN]

6.2.3

Compression Local squashing Ed

c ,Rd

N 1.0

N

Class 1, 2 or 3 cross sections: c,Rd y M0N = A f

Class 4 cross sections: c,Rd eff y M0N = A f

Flexural buckling, 0.2 > : Ed

b ,Rd

N 1.0

N

b,Rd y M1N = A f a) Critical flexural buckling:

(((( ))))y

cr,y 2y

EIN =

k L

; (((( ))))

zcr,z 2

z

EIN =

k L

a) Critical torsional buckling: w

cr,T 2 2 2 2y z o cr

EI1N = GIti i y L

++++ + ++ ++ ++ +

y

cr

A f =

N

(((( )))) 2 = 0.5 1 0.2 + ++ ++ ++ + 2 2

1 = 1.0

+ + + +

Effective length factor, k: 0.7 0.85 0.85 1.0 1.2 1.5 2.0

Design compression resistance [kN]

Design buckling resistance of compression member without welding [kN]

Elastic critical force [kN]

yo is the distance from the shear centre to the centroid of the gross cross section along the y-y axis (zero for doubly symmetric sections)

Slenderness [-]

Initial sway inperfection [-]

Reduction factor for buckling [-]

Imperfection factor, : RHS, CHS (HF) a = 0.21 Rolled I, h/b > 1.2 L b = 0.34

RHS, CHS (CF) Rolled I, h/b 2 Welded I Solid, C, T

c = 0.49

Welded I, h/b > 2 Other sections d = 0.76

6.2.4

6.3.1.1

6.3.1.2

6.3.1.2

6.3.1.2

Table 6.2

Design resistance of steel structures EN 1993-1-1:2005


38 PART 1 EUROCODE

4.3.3 Buckling resistance of steel cross-sections

dhT

ty

yh

Clause

b,Rd LT y y M1M = W f Section modulus:

Section web d/t flange b/2T Wy Class 1 & 2 83 10 pl , yW

Class 3 124 14 el , yW

Buckling factors [kN,cm]: y y

LTz t

W f L = 0.00494

I I

(((( )))) 2LT LT LT ,0 LT = 0.5 1 0.76 + ++ ++ ++ + values of LT,0:

Rolled LT,0 = 0.4 = 0.75

c z t y yL = 6556.4 I I W f

Welded LT,0 = 0.2 = 1.0

c z t y yL = 1638.9 I I W f

LT 2 2LT LT LT

1 = 1.0

+ + + +

b,Rd LT y y M1M = W f Section modulus:

Section h/b Wy

Class 1 & 2 20 2pl , yW = bh 4

Class 3 42 2el , yW = bh 6

Buckling factors [kN,cm]:

Class 1 & 2 c yL = 1092.8 b fLT y = 0.00605 f L / b

Class 3 c yL = 1639.1 b f LT y = 0.00494 f L / b

(((( )))) 2LT LT LT = 0.5 1 0.76 0.2 + ++ ++ ++ + LT 2 2

LT LT LT

1 = 1.0

+ + + +

where:

y235

= f

6.3.2.1

Table 5.2

6.3.2.2

Tables 6.3 & 6.4

6.3.2.2

6.3.1.3

ht

tyc d

t

z

y

yh

d y

Clause

b,Rd y M1N = A f Buckling about y-y:

(((( ))))y

cr,y 2y

EIN =

k L

Buckling about z-z:

(((( ))))z

cr,z 2z

EIN =

k L

y

cr

A f =

N

(((( )))) 2 = 0.5 1 0.2 + ++ ++ ++ + values of :

Hot finished = 0.21 Cold formed = 0.49

2 2

1 = 1.0

+ + + +

b,Rd y M1N = b h f Buckling about y-y:

yy

k L = 0.004265 f

h

Buckling about z-z: z

yk L

= 0.004265 fb

(((( )))) 2 = 0.5 1 0.49 0.2 + ++ ++ ++ + 2 2

1 = 1.0

+ + + +

b,Rd y M1N = A f y

yk L

= 0.009849 fd

(((( )))) 2 = 0.5 1 0.49 0.2 + ++ ++ ++ + 2 2

1 = 1.0

+ + + +

6.3.1.1

6.3.1.2

Lateral-torsional buckling EN 1993-1-1:2005

Compression buckling EN 1993-1-1:2005


PART 1 EUROCODE 39

4.4 Sheets as diaphragms

Action Values

Notes Clause Data

hw a tw E fyw = 1.2

Height of sheet parallel to direction of shear [mm] Width of sheet [mm] Sheet thickness [mm] Modulus of elasticity [N/mm2] Yield strength of sheet [-] For steel grades up to S460

5.1 (2) Shear buckling Criteria for slender web:

w

w

h72

t

>>>>

k = 5.34 2

w

cr

w

t = 190 000 k

h

yww

cr

f = 0.76

w w

0.83 =

yww wbw ,Rd wfh t

V = 1.13

Slender web

Shear buckling coefficient [-] For plates without transverse and longitudinal stiffeners Critical shear stress, [N/mm2]

Slenderness parameter [-]

Shear buckling factor

Design shear buckling resistance [N]

wh

a

VV

H

c

5.1 (2)

A.3 (1) 5.3 (3) & A.1 (2)

5.3 (3)

Table 5.1

5.2 (1)

(((( ))))w w

2a 1+vc =

1000Et h

Shear stiffness [mm/kN] BS5950 Table 9

Shear buckling resistance of sheets EN 1993-1-5:2006 Cl. 5


40 PART 1 EUROCODE

4.5 Cold-formed members

Action Values

Notes Clause Data

y

235 = f

pb t

=

28.4 k

Yield constant [-]

Slenderness [-]

4.4

Single edge fold

( )b = b 0.586r 1.293t + k = 4.0

p2

p

0.22 =

1.0

=effbb 2

Grade Approx. beff S235 228.4t 354.9 t b S275 226.2t 303.2 t b

S280GD 226t 297.8 t b S320GD 224.3t 260.6 t b

Buckling factor for uniform compression, = 1.0 [-]

Reduction factor for plate buckling [-]

Effective width [mm]

Buckling factor for stress gradient, 0 [-]

Effective return depth [mm]

Table 4.1 4.4

Table 4.1

( )c = c 0.293r 0.646t + k = 0.5

p2

p

0.188 =

1.0

= effc c Grade Approx. ceff S235 220.1t 75.8 t c S275 218.6t 64.8 t c

S280GD 218.4t 63.6 t c S320GD 217.2t 55.7 t c

Table 4.2

4.4

Table 4.2

Double edge fold

( )d = d 0.293r 0.646t + k = 0.43

p2

p

0.188 =

1.0

effd d=


Effective lip [mm]

Table 4.2

4.4

Table 4.2

Panel edge stiffeners EN 1993-1-5:2006

STRUCTURAL ENGINEERS FAADE NOTES ALUMINIUM DESIGN

PART 1 EUROCODE 41

I-5 ALUMINIUM DESIGN 5.1 Properties of aluminium structures

Form Density,

[kN/m]

Unit weight, [kg/m]

Modulus of elasticity, E

[N/mm2]


[N/mm2]

Poissons ratio,

[-]

Coef. of linear thermal exp.,

[/C] All 26.6 2 700 70 000 27 700 0.30 2310-6

Form Alloy Temper Thickness t [mm]

Rp0.2 [N/mm2]

Rm [N/mm2]

HAZ-factor Bend radius*

o,haz u,haz 180 90

Site formed sheets

1050A [Al 99.5]

O/H111 3612.5 20 65 1 1 00.5tt

H14/H24 3612.5 75 105 t-- t1.5t2.5t

Pre-formed Sheets or Plates

3003 [AlMn1Cu]

O/H111 3612.5 35 95 1 1 0t- 0t1.5t

H14/H24 3612.5 115 145 2t-- t2t2.5t

5005/5005A [AlMg1]

O/H111 3612.5 35 100 1 1 0.5tt- 0t1.5t

H22/H32 3612.5 80 125 0.55 0.80 1.5t-- tt2t

H14/H24 3612.5 110 145 0.37 0.69 2.5t-- t2t2.5t

5754 [AlMg3]

O/H111 3612.5 80 190 1 1 tt- tt2t

H24/H34 3612.5 160 240 0.63 0.79 2.5t-- 2t2.5t3t

6082 [AlSi1MgMn]

T6/T651 3612.5 255 300 0.48 0.60 - 3.5t4.5t6t

Plates 5083 [Al Mg4,5 Mn0,7]

O/H111 625 125 190 1 1 - 1.5t-

H22/H32 625 215 305 0.72 0.90 - 2.5t-

H24/H34 625 250 400 0.62 0.81 - 3.5t- Note: * For information only.

Form Grade Chemical symbol

Temper Thickness t

[mm]

0.2% proof strength, fo

[N/mm2]

Tensile strength, fu

[N/mm2]

HAZ-factor, o,haz

HAZ-factor, u,haz

Buckling class

Extrusion 6060 [AlMgSi] T5 t 5 25 120100 160140 0.420.50 0.500.57 B T6 t 15 140 170 0.43 0.59 A T66 t 3 25 160150 215195 0.410.43 0.510.56 A

6061 [AlMg1SiCu] T6 t 20 240 260 0.48 0.67 A 6063 [AlMg0,7Si] T5 t 3 25 130110 175160 0.460.55 0.570.63 B

T6 t 25 160 195 0.41 0.56 A 6005A [AlSiMg] T6

Open section t 5 10 225215 270260 0.510.53 0.610.63 A 10 < t 25 200 250 0.58 0.66 A

Hollow section t 5 10 215200 255250 0.530.58 0.650.66 A 6082 [AlSi1MgMn] T6 t 5 15 250260 290310 0.500.48 0.640.60 A 7020 [AlZn4,5Mg1] T6 t 15 40 290275 350 0.710.75 0.80 A

Cast 42100 [AlSi7Mg0.3] T6 - 147 203 - - A 42200 [AlSi7Mg0.6] T6 - 168 224 - - A

Material constants of aluminium EN 1999-1-1:2007 Cl. 3.2.5

Aluminium sheet, strip and plate EN 485-2:2007

Characteristic values of aluminium EN 1999-1-1:2007 Table 3.2

ALUMINIUM DESIGN STRUCTURAL ENGINEERS FAADE NOTES

42 PART 1 EUROCODE

Form Grade Chemical symbol (Designation to EN28839)

Tempering Diameter, d

[mm]

0.2% proof strength fo

[N/mm2]

Tensile strength fu

[N/mm2] Solid rivets

5019 AlMg5 H111 20 110 250 H14,H34 18 210 300

5754 AlMg3 H111 20 80 180 H14/H34 18 180 240

6082 AlSi1MgMn T4 20 110 205 T6 20 240 300

Bolts 5754 AlMg3 (AL1) - 10 20 230180 270250 5019 AlMg5 (AL2) - 14 36 205205 310280 6082 AlSi1MgMn (AL3) - 6 36 250260 320310

5.2 Definitions 5.2.1 H Tempers

Work hardening is used extensively to produce strain-hardened tempers of the non-heat-treatable alloys. H X Y

H Strain hardened by cold working X = 1 for strain hardened only. = 2 for strain hardened and partially annealed. The products are strain hardened more than is required to achieve the desired properties and then are reduced in strength by partial annealing.

= 3 for strain hardened and stabilized. In the strain-hardened condition, these alloys tend to age soften at room temperature. Therefore, they are usually heated at a low temperature to complete the age-softening process and to provide stable mechanical properties and improved working characteristics. Y = 2 for quarter-hard cold work condition. = 4 for half-hard cold work condition. = 6 for three-quarter cold work condition. = 8 for full-hard cold work condition. = 9 for extra-hard cold work condition.

5.2.2 T Tempers The complete heat-treatment consists of a solution heat-treatment, a quenching process and subsequent ageing, where the actual hardening occurs. It must be said that, unlike steel, aluminium alloys are definitely not hard after quenching. To get the highest strength values it is important to keep the material for sufficient time at the correct solution heat temperature and to follow the correct quenching procedure. Depending on the alloy this may be carried out using water or moving air. Quenching with water produces distortion and residual stresses. Alloys quenchable with air have some technical and economical advantages, but the most of the high strength alloys need to be water quenched. If the solution heat-treatment or the quenching process is not properly executed this will result in lower values with respect to mechanical strength and elongation (ductility). Symbol Description T4 = Solution heat-treated and then naturally aged T5 = Cooled from an elevated temperature shaping process and then artificially aged T6 = Solution heat-treated and then artificially aged T61, T64 = Solution heat-treated and then artificially aged in underageing conditions in order to improve formability (T64 between T61 and T6) T66 = Solution heat-treated and then artificially aged mechanical property level higher than T6 achieved through special control of the process 6000 series alloys T7 = Solution heat-treated and artificially over-aged

Characteristic values of aluminium fasteners EN 1999-1-1:2007 Table 3.4


PART 1 EUROCODE 43

5.3 Protection at metal-to-metal contacts Additional protection at metal-to-metal contacts to take precautions against crevice and galvanic effects.

Metal to be joined to aluminium

Bolt/rivet material

Rural Industrial urban

Dry, unpolluted Mild Moderate Severe

(M) (B/R) (M) (B/R) (M) (B/R) (M) (B/R) (M) (B/R)

Aluminium

Aluminium

0

0

0

0

0/X

0 X a

1

Stainless steel 0 0 0 1

Zinc-coated steel 0 (2) (1) (2) 1 (2)

Painted steel

Zinc-coated steel

Aluminium

0

0

0

0 0/X a

0 X a z

1


Zinc-coated steel 0 (2) (2) 1 (2)

Stainless steel

Aluminium

0

0

0

0 0/X a

0 X a z

1


Zinc-coated steel 0 (2) (2) 1 (2) Treatments applied to the contact areas of structural members Procedure 0 A treatment is usually unnecessary for causes of corrosion Procedure 0/X Treatment depends on structural conditions. Small contact areas and areas which dry quickly may be assembled without sealing (see procedure X) Procedure X Both contact surfaces should be assembled so that no crevices exist where water can penetrate. Both contact surfaces, including bolt and rivet holes should, before assembly, be cleaned, pre-treated and receive one priming coat, see prEN 1090-3, or sealing compound, extending beyond the contact area. The surfaces should be brought together while priming coat is still wet. Where assembling pre-painted or protected components sealing of the contact surfaces might be unnecessary, dependant on the composition of the paint or protection system employed, the expected life and the environment.

Treatment applied to bolts and rivets Procedure 0 No additional treatment is usually necessary. Procedure 1 Inert washers or jointing compound should be applied between the bolt heads, nuts, washers and connected materials to seal the joint and to prevent moisture entering the interface between components and fixings. Care should be employed to ensure that load transfer through the joint is not adversely affected by the washers or jointing compounds. Procedure 2 Where the joint is not painted or coated for other reasons, the heads of bolts, nuts and rivets should be protected with at least one priming coat (see prEN 1090-3;), care being taken to seal all crevices. Note: Similar coating on aluminium and zinc-coated steel parts around the stainless steel bolts is required only for immersed structures.

Further treatments Procedure a If not painted for other reasons it may be necessary to protect the adjacent metallic parts of the contact area by a suitable paint coating in cases where dirt may be entrapped or where moisture retained. Procedure z Additional protection of zinc-coated structural parts as a whole may be necessary

Characteristic values of aluminium fasteners EN 1999-1-1:2007 Table D.2


44 PART 1 EUROCODE

5.4 Cross-sectional properties 5.4.1 Section Classification

Action Values

Notes Clause Data

b, t c yc yo fo

Width and thickness of critical part [mm] Length of reinforcement leg (if any) [mm] Dist. to n.a. of more heavily compressed edge [mm] Dist. to n.a. of other edge [mm] Tensile yield strength of alloy [N/mm2]

Fig. 6.1 Fig. 6.4 Fig. 6.2

Table 3.2

o 250 / f ==== (((( )))) b t = = = =

Yield point constant [-] Effective slenderness ratio [-]

Table 6.2 6.1.4.3

Internal Unreinforced: a) uniform compression

= 1.0 b) stress gradient, yo/yc 1.0

(((( ))))o c 0.7 + 0.3 y y ==== c) stress gradient, yo/yc < 1.0

(((( ))))o c 0.8 1 y y = = = = Singly-reinforced:

(((( )))) (((( ))))21 0.5

1 2.5 c t 1 b t = = = =

+ + + +

Doubly-reinforced:

(((( )))) (((( ))))21 0.33

1 4.5 c t 1 b t = = = =

+ + + +

Classification of cross-section part: Class Local buckling factor 1 11

c = 1.0

2 11 < 16 3 16 < 22 4 > 22 (((( )))) (((( ))))c 2

32 220====

(a) singly-reinforced (b) doubly-reinforced

Fig. 6.2

Fig. 6.4

6.1.4.4

Table 6.2

Table 6.3

Outstand Unreinforced: a) yc is free-end/toe

= 1.0 b) yc is fixed-end, yo/yc 1.0

(((( ))))o c 0.7 + 0.3 y y ==== c) yc is fixed-end, yo/yc < 1.0

(((( ))))o c 0.8 1 y y = = = = Reinforced:

3e cc t t c= = = =

(((( ))))2e1

1 0.1 c t 1 ====

+ + + +

Classification of cross-section part: Class Local buckling factor 1 3

c = 1.0

2 3 < 4.5 3 4.5 < 6 4 > 6 (((( )))) (((( ))))c 2

10 24====

(a) Uniform thickness (b) Non-uniform thickness Reinforced outstand

Fig. 6.2

Fig. 6.4

6.1.4.4

Table 6.2

Table 6.3

eff c t t= = = = Effective thickness [mm] 6.1.5

Classification of cross-sections EN 1999-1-1:2007 Cl. 6.1.4, 6.1.5

yo /yc

(yo /yc)


PART 1 EUROCODE 45

5.4.2 Local buckling The table below is a guide for minimum thickness for a class 3 cross-section part and prevent local buckling.

peak comp. @ toe peak comp. @ root

O0 O1 O2 O3 O5 I0 I1 I2 I3 I5 = 0.7+0.3(yo/yc) = 1,0 0,8 0,7 0,6 0,4 1,0 0,8 0,7 0,6 0,4

T5 (t 5) B 1,44 b/7,2 b/9 b/10,3 b/12 b/18 b/26 b/32,5 b/37,1 b/43,3 b/65T6 (t 15) A 1,34 b/8 b/10 b/11,5 b/13,4 b/20 b/29,4 b/36,7 b/42 b/49 b/73,5T66 (t > 3) A 1,29 b/7,7 b/9,7 b/11,1 b/12,9 b/19,4 b/28,4 b/35,5 b/40,6 b/47,3 b/71T5 (t > 3) B 1,51 b/7,5 b/9,4 b/10,8 b/12,6 b/18,8 b/27,1 b/33,9 b/38,8 b/45,2 b/67,8T6 (t 25) A 1,25 b/7,5 b/9,4 b/10,7 b/12,5 b/18,8 b/27,5 b/34,4 b/39,3 b/45,8 b/68,8

Internal

6060

6063

Outstand

Non-welded aluminium profile Class 3 minimum thickness EN 1999-1-1:2007 Cl. 6.1.4

Local buckling factor for class 4 cross-section part EN 1999-1-1:2007 Cl. 6.1.4


46 PART 1 EUROCODE

5.4.3 Effective section properties of thermally separated profiles

Action Values

Notes Clause Data A1, I1

a1,i

A2, I2 a2,o

E L

Fc =

L

Area and moment of inertia of inner profile [mm,mm4] Distance of inner profile centroid to inner edge [mm] Area and moment of inertia of outer profile [mm,mm4] Distance of outer profile centroid to outer edge [mm] Modulus of elasticity of the profiles [N/mm] Length of member [mm] Elasticity constant determined from test [N/mm/mm]

5.4.3

Centroid distances

( ) ( ) + + 1 1,i 2 2 ,o 1 2z = A a A h a A A 1 1,ia = z a

2 2 ,oa = h z a

Location of centroid [mm]

Annex C

Moments of intertia

2 2s 1 2 1 1 2 2I = I +I +A a +A a

2 21 1 2 2

s

A a +A a =

I

( )

2 2

s

c a L =

E I 1

+

2

2 2C =

ef s1I = I

1 C

Rigid moment of inertia [mm4]

Compound part of the rigid moment of inertia [mm4]

Effect of elastic connection [-]

Partial solution constant [-]

Effective moment of inertia [mm4]

Annex C

Section modulus ( ) ( )+

++

e,11 1,i 1,i

s 1 2

1W = C a a 1 C a

I I I

( ) ( )+ +

+

e,22 2 ,o 2 ,o

s 1 2

1W = C a a 1 C a

I I I

Effective section modulus for inner profile [mm3]

Effective section modulus for inner profile [mm3]

Effective properties of thermally broken profiles EN 14024:2004 Annex C


PART 1 EUROCODE 47

5.5 Resistance of aluminium cross-sections 5.5.1 Partial safety factors

Part Example

EN 1999

UK NA

Resistance of member to instability Bending and overall yielding M1 = 1.1 M1 = 1.1

Resistance of cross-section in tension to fracture Local capacity in net tension M2 = 1.25 M2 = 1.25

EN 1999-1-1 clause 1,1,2(1) The following design applies to material thickness not less than 0.6mm, steel bolts not less than 5mm, rivets and tapping screws not less than 4.2mm.

5.5.2 General cross-sections

Mode Values Notes Clause Shear Av, Ae

Utilization grade: Ed

Rd

V 1.0

V

General, hw/tw < 39: Rd v o M1V = A 3 f

values of Av: Solid bar v eA = 0.8A Round tubes v eA = 0.6A

Shear area and effective shear area [mm2] k F

k M

E U =

R

Design shear resistance for sections containing shear webs [kN]

6.2.6 (A.1)

Torsional shear (((( ))))Rd t o M1 EdT = I c 3 f T

Design torsional shear resistance [kN]

6.2.7

Bending Wel Wnet

Pure bending: Ed

Rd

M 1.0

M

{{{{ }}}}Rd c ,Rd u,RdM = min M ; M c,Rd el o M1M = W f u,Rd net u M2M = W f

values of : Class 1 & 2 pl el = W W Class 3 & 4 = 1.0

Lateral-torsional buckling: Ed

b ,Rd

M 1.0

M

b,Rd LT cy,RdM = M where:

cr z tM = EI GI L

LT el , y o cr = W f M

(((( )))) 2LT LT LT 0 ,LT LT = 0.5 1 + ++ ++ ++ + LT 2 2

LT LT LT

1 = 1.0

+ + + +

values of LT & 0,LT: Class 1 & 2 LT = 0.1 0 ,LT = 0.6

Class 3 & 4 LT = 0.2 0 ,LT = 0.4

Elastic modulus of the gross section [mm3] Elastic modulus of the net section allowing for holes and reduced thickness of u,haz [mm3]

Design tension resistance [kNm] General yielding along the member [kNm] Local failure at a section with holes [kNm] Shape factor [-]

Design buckling resistance of compression member without welding

Elastic critical moment (conservative) [kNm]

Slenderness [-]



Imperfection factor [-] Limit of the horizontal plateau [-]

6.2.5

Table 6.4

6.3.2.1

6.3.2.1

I.1

6.3.2.3

6.3.2.1

6.3.2.1

6.3.2.1

Partial safety factors for ultimate limit states EN 1999-1-1:2007 Table 6.1

Design resistance of aluminium structures EN 1999-1-1:2007


48 PART 1 EUROCODE

Mode Values Notes Clause Tension Ag

Anet Aeff

Basis: Ed

t ,Rd

N 1.0

N

Where: {{{{ }}}}t,Rd o ,Rd u,RdN = min N ; N

o,Rd g o M1N = A f u,Rd net u M2N = 0.9A f u,Rd eff u M2N = A f

Gross section area [mm2] Net section area [mm2] Effective area based on the reduced thickness of u,haz [mm2]

Design tension resistance [kN] General yielding along the member [kN] Local failure at a section with holes [kN] Local failure at a section with holes [kN]

6.2.3

Compression Anet Aeff

Local squashing Ed

c ,Rd

N 1.0

N

{{{{ }}}}c,Rd c ,Rd u,RdN = min N ; N c,Rd eff o M1N = A f u,Rd net u M2N = A f

Flexural buckling, o > : Ed

b ,Rd

N 1.0

N

b,Rd eff o M1N = A f a) Doubly symmetrical cross-sections:

(((( ))))y

cr,y 2y

EIN =

k L

; (((( ))))

zcr,z 2

z

EIN =

k L

eff o

cr

A f =

N

(((( )))) 2o = 0.5 1 + ++ ++ ++ + 2 2

1 = 1.0

+ + + +

values of k: 0.7 0.85 0.85 1.0 1.2 1.5 2.0

values of & 0: Class A = 0.2 o = 0.1 Class B = 0.32 o = 0.0

Torsional-flexural buckling, T o > : See I.3& I.4

Net section area [mm2] Effective area based on the reduced thickness of u,haz [mm2]

Design tension resistance [kN] General yielding along the member [kN] Local failure at a section with holes [kN]

Design buckling resistance of compression member without welding [kN]

Elastic critical force [kN]

Slenderness [-]



Imperfection factor [-] Limit of the horizontal plateau [-]

See section 5.1 for buckling class

6.2.4

6.3.1.1

I.3

6.3.1.2

6.3.1.2

6.3.1.2

Table 6.8

Table 6.6

Design resistance of aluminium structures EN 1999-1-1:2007


PART 1 EUROCODE 49

Mode Values Notes Clause Bending and high shear

General: Ed

o,V Rd

M 1.0f M

For VEd > VRd/2: 2

Edo,V o

Rd

2Vf = f 1 1V

Moment resistance reduction factor [-]

6.2.8

(6.38)

Bending and tension

General: y,Ed z,EdEd

Rd y,Rd z,Rd

M MN+ 1.0

N M M+ + + +

Hollow sections: 0.61.7 1.71.3

y,Ed z,EdEd

Rd y,Rd z,Rd

M MN+ 1.0

N M M

+ + + +

Solid sections: 0.61.7 1.72.0

y,Ed z,EdEd

Rd y,Rd z,Rd

M MN+ 1.0

N M M

+ + + +

Interaction formula (conservative)

6.2.9.1

(6.43)

(6.43)

Bending and compression buckling

General: Major axis (y-axis) bending:

0.8y,EdEd

b,y,Rd y,Rd

MN+ 1.0

N M

Minor axis (z-axis) bending: 0.8 0.8

z,EdEd

b,z,Rd z,Rd

MN+ 1.0

N M

Hollow sections: 0.61.70.8 1.7

y,Ed z,EdEd

b,Rd y,Rd z,Rd

M MN+ 1.0

N M M

+ + + +

Solid sections: 0.61.7 1.72.0

y,Ed z,EdEd

Rd y,Rd z,Rd

M MN+ 1.0

N M M

+ + + +


6.3.3.1

(6.59)

(6.60)

(6.62)

(6.61)

Lateral-torsional buckling

General: 0.8 1.0 0.8

y,Ed z,EdEd

b,z,Rd b,Rd z,Rd

M MN+ 1.0

N M M

+ + + +


6.3.3.2

(6.63)

Combined stresses EN 1999-1-1:2007


50 PART 1 EUROCODE

5.6 Cold formed members 5.6.1 Effective widths

Action Values

Notes Clause Data p o

pb f

1.052t Ek

Plate slenderness [-] 5.5.2

Single edge fold

( )pb = b 0.586r 1.293t + k = 4.0

p2

p

0.22 =

1.0

=p

effb

b 2

Alloy Approx. beff

1050A O/H111 2 p112t 2783 t b

H14 2 p58t 742 t b

3003

O/H111 2 p42t 795 t b

H14 2 p23t 242 t b

5005A O/H111 2 p42t 795 t b

H14 2 p24t 253 t b

Buckling factor for uniform comp., = 1.0 [-]

Reduction factor for plate buckling [-]

Effective width [mm]

Buckling factor for stress gradient, 0 [-]

Effective return depth [mm]

Table 5.3;

5.5.2

( )pc = c 0.293r 0.646t + k = 0.5

p2

p

0.188 =

1.0

= eff pc c Alloy Approx. ceff

1050A O/H111 2 p40t 297 t c

H14 2 p20t 79 t c

3003

O/H111 2 p30t 170 t c

H14 2 p17 t 52 t c

5005A O/H111 2 p30t 170 t c

H14 2 p17 t 54 t c

EN 1993-1-4Table 4.2

4.4

Table 4.2

Double edge fold

( )pd = d 0.293r 0.646t + k = 0.43

p2

p

0.188 =

1.0

= eff pd d


Effective lip [mm]

EN 1993-1-4Table 4.2

4.4

Table 4.2

Panel edge stiffeners EN 1999-1-4:2007

STRUCTURAL ENGINEERS FAADE NOTES CONCRETE DESIGN

PART 1 EUROCODE 51

I-6 CONCRETE DESIGN 6.1 Properties of concrete

Form Density,

[kN/m]

Unit weight, [kg/m]

Modulus of elasticity, Ecm

[N/mm2]


[N/mm2]

Poissons ratio,

[-]

Coef. of linear thermal exp.,

[/C]

Normal 24.0 2 450 (((( ))))0.3cm22 f 10 21 000 0.20* 1010-6 Lightweight 8.8 19.6 900 2 000

Heavy weight > 19.6 > 2 000 Note: * Uncracked. 0 for cracked.

Strength Class

Characteristic cylinder strength

fck [N/mm]

Characteristic cube

strength fck,cube

[N/mm]

Mean cylinder strength

fcm [N/mm]

Mean tensile

strength fctm

[N/mm]

Characteristic tensile

strength fctk,0.05

[N/mm]

Characteristic tensile

strength fctk,0.95

[N/mm]

Mean modulus of elasticity

Ecm [N/mm]

C12/15 12 15 20 1.6 1.1 2.0 27 000 C16/20 16 20 24 1.9 1.3 2.5 29 000 C20/25 20 25 28 2.2 1.5 2.9 30 000 C25/30 25 30 33 2.6 1.8 3.3 31 000 C30/37 30 37 38 2.9 2.0 3.8 33 000 C35/45 35 45 43 3.2 2.2 4.2 34 000 C40/50 40 50 48 3.5 2.5 4.6 35 000 C45/55 45 55 53 3.8 2.7 4.9 36 000 C50/60 50 60 58 4.1 2.9 5.3 37 000 C55/67 55 67 63 4.2 3.0 5.5 38 000 C60/75 60 75 68 4.4 3.1 5.7 39 000 C70/85 70 85 78 4.6 3.2 6.0 41 000 C80/95 80 95 88 4.8 3.4 6.3 42 000 C90/105 90 105 98 5.0 3.5 6.6 44 000

Material constants EN 1992-1-1:2004 Cl. 3.1.3

Concrete Strength Class EN 1992-1-1:2004 Table 3.1

CONCRETE DESIGN STRUCTURAL ENGINEERS FAADE NOTES

52 PART 1 EUROCODE

6.2 Concrete design

Design Situations Concrete

Steel

Prestressing steel

Persistent and Transient C = 1.5 S = 1.15 S = 1.15

Accidental C = 1.2 S = 1.0 S = 1.0

6.3 Anchorage design

Type Action

Notes Clause Bond strength

ctd ct ctk ,0.05 Cf = f ct = 1.0

bd 1 2 ctdf = 2.25 f

Design tensile strength [N/mm] Long-term and load application effects [-] Ultimate bond stress for ribbed bars [N/mm] Coefficients,

Good bond condition 1 = 1.0

Others & built in slip-form 1 = 0.7

32 mm 2 = 1.0

> 32 mm 2 = 1.32 100

3.1.6

3.1.6

8.4.2

Anchorage length b,rqd

bd

Fl = f

{{{{ }}}}d 1c = min a 2; c; c

Bent bars: b,eq 1 b ,rqdl = l

Effect of the form of bars, 1: cd < 3 1 1.0 ==== cd 3 1 0.7 ====

Straight bars: b,eq 2 b ,rqdl = l

(((( ))))2 d = 1 0.15 c U bars:

b,eq b ,rqdl = 0.7 l

Basic anchorage length [mm]

Edge distance and spacing

Design anchorage length [mm]

8.4.3

8.4.4

Table 8.2

Design resistance

Tension bt,Rd bd b ,eqF = f l

Bearing shear 2

bv,Rd yk s ck cF = f f

Design bonding tensile resistance [N]

Design bearing shear resistance [N]

8.4.3

8.6

Partial safety factors for ultimate limit states EN 1992-1-1:2004 Table 2.1N

Tension anchorage EN 1992-1-1:2004

16mm : r 4 > 16mm : r 7

STRUCTURAL ENGINEERS FAADE NOTES TIMBER DESIGN

PART 1 EUROCODE 53

I-7 TIMBER DESIGN 7.1 Strength grade 7.1.1 Solid timber

A timber population may be assigned to a strength class if its characteristic values of bending strength and density equal or exceed the values for that strength class, and its characteristic mean modulus of elasticity in bending equals or exceeds 95 % of the value for that strength class. Strength grading of solid timber can be achieved in one of two ways: Visual method: EN 14081-1. Machine method: EN 14081-1, EN 14081-2, EN 14081-3 & EN 14081-4. The characteristic values are defined as the population 5th-percentile values obtained from the results of tests with a duration of approximately 5 min at the equilibrium moisture content of the test pieces relating to a temperature of 20C and a relative humidity of 65%.

Strength class

Density Modulus of elasticity Parallel, 5%, Perpendicular

Shear modulus

Bending

Tension

Compression

Shear

[kg/m] [N/mm2] [N/mm2] k mean E0,mean E0,05 E90,mean Gmean fmean,k* ft,0,k* ft,90,k fc,0,k fc,90,k fv,k

Softwood (Conifer) 1.2k - 0.67E0,m E0,m/30 E0,m/16 - 0.6fm,k 0.4 5fm,k

0.45 0.007k -

C14 290 350 7 000 4 700 230 440 14 8 0.4 16 2.0 3.0 C16 310 370 8 000 5 400 270 500 16 10 0.4 17 2.2 3.2 C18 320 380 9 000 6 000 300 560 18 11 0.4 18 2.2 3.4 C20 330 390 9 500 6 400 320 590 20 12 0.4 19 2.3 3.6 C22 340 410 10 000 6 700 330 630 22 13 0.4 20 2.4 3.8 C24 350 420 11 000 7 400 370 690 24 14 0.4 21 2.5 4 C27 370 450 11 500 7 700 380 720 27 16 0.4 22 2.6 4 C30 380 460 12 000 8 000 400 750 30 18 0.4 23 2.7 4 C35 400 480 13 000 8 700 430 810 35 21 0.4 25 2.8 4 C40 420 500 14 000 9 400 470 880 40 24 0.4 26 2.9 4 C45 440 520 15 000 10 000 500 940 45 27 0.4 27 3.1 4 C50 460 550 16 000 10 700 530 1000 50 30 0.4 29 3.2 4

Hardwood (Deciduous) 1.2k - 0.84E0,m E0,m/15 E0,m/16 - 0.6fm,k 0.6 5fm,k

0.45 0.015k -

D18 475 570 9500 8000 630 590 18 11 0,6 18 7.5 3.4 D24 485 580 10000 8500 670 620 24 14 0,6 21 7.8 4 D30 530 640 11000 9200 730 690 30 18 0,6 23 8.0 4 D35 540 650 12000 10100 800 750 35 21 0,6 25 8.1 4 D40 550 660 13000 10900 860 810 40 24 0,6 26 8.3 4 D50 620 750 14000 11800 930 880 50 30 0,6 29 9.3 4 D60 700 840 17000 14300 1130 1060 60 36 0,6 32 10.5 4.5 D70 900 1080 20000 16800 1330 1250 70 42 0,6 34 13.5 5

Note: * For rectangular solid timber, the reference depth in bending or width (max. dim.) in tension is 150 mm. For depths in bending or widths in tension less than 150 mm the characteristic values for fm,k and ft,0,k may be increased by the factor kBhB, given in section 0.

Timber strength class Characteristic values EN 338:2009 Table 1

TIMBER DESIGN STRUCTURAL ENGINEERS FAADE NOTES

54 PART 1 EUROCODE

7.1.2 Glulam A glued laminated member can be assigned to one of the strength classes if its characteristic bending strength and modulus of elasticity, derived from tests in accordance with EN 408 and EN 1193, equal or exceed the values for that strength class. It is assumed that bending specimens have a depth h 600 mm and thickness b 150 mm. It is assumed that tension specimens have a width h 600 mm and thickness b 150 mm. If the cross-section dimensions are lower than these reference values, the test results shall be multiplied by:

0 ,05 0 ,1

sizeb hk

150 600

====

Strength class

Density Modulus of elasticity Parallel, 5%, Perpendicular

Shear modulus

Bending

Tension

Compression

Shear

[kg/m] [N/mm2] [N/mm2] g,k E0,g,mean E0,g,0.05 E90,g,m Gg,mean fm,g,k* ft,0,g,k* ft,90,g,k fc,0,g,k fc,90,g,k fv,g,k

Homogeneous

1.1l,k 1.05E0,l,m 0.85E0,l,m 0.035E0,l,m 0.065E0,l,m 7.0 + 1.15ft,0,l,k 5.0 +

0.8ft,0,l,k 0.2 +

0.015ft,0,l,k 7.2ft,0,l,k0.45

0.7ft,0,l,k0.45 0.32ft,0,l,k0.8

GL 24h 380 11 600 9 400 390 720 24 16.5 0.4 24 2.7 2.7

GL 28h 410 12 600 10 200 420 780 28 19.5 0.45 26.5 3.0 3.2

GL 32h 430 13 700 11 100 460 850 32 22.5 0.5 29 3.3 3.8

GL 36h 450 14 700 11 900 490 910 36 26 0.6 31 3.6 4.3

Combined 1.1l,k 1.05E0,l,m 0.85E0,l,m 0.035E0,l,m 0.065E0,l,m 7.0 + 1.15ft,0,l,k 5.0 +

0.8ft,0,l,k 0.2 +

0.015ft,0,l,k 7.2ft,0,l,k0.45

0.7ft,0,l,k0.

Facade Notes

Documents

Transcript of Facade Notes