Introduction to steel profiles

Transcription

1 Introduction to steel profiles Enveloppe Métallique du Bâtiment David Izabel Informative document in any case the eurocode EN and EN apply

2 Contents Principles of the cold formed elements Different types of cold formed elements Manufacturing process of cold formed elements Using cold formed elements in construction European standards for cold formed elements Profiled steel sheetings covered by the GRISPE + project Methods to design a cold formed element Tests to study the cold formed sheetings Collapses and instabilities of cold formed elements Mechanical model to take the local flange instability into account Mechanical model to take into account the local web instability Formula to determine the span bending resistance of the sheeting profile Formula to determine the end support reaction and intermediate support reaction Formula to determine the interaction between support bending and support reaction Formula to determine the shear resistance of a sheeting Design of liner tray Design of perforated sheet Deflection Other cases not covered by the EN Bibliography

3 Introduction The present material complies with the current version of the EN and EN The amendments proposed by GRISPE+ are not taken into account (see the other presentations of GRISPE+). This training is an initiation to the design of cold formed profiles. Some simplifications are provided to help the learner. Refer to the original Eurocode to have all the clauses that have to be applied. Take into account the national annex of each Eurocode. The material does not cover assemblies that also have to be checked (see EN and EN ).

4 Principles of cold formed elements

5 Principles of the cold formed elements The principles are as follows : Optimizing the material with thin metal sheet Providing inertia to the geometric shape of the profiles as in the case of the shell Source: EMB Adding stiffeners to avoid local instability in the compressed area (flanges, webs) Source: EMB Source: EN Adding embossments to facilitate the liaison concrete and steel Source: GRISPE project

6 Different types of cold formed elements

7 The two main families of profiles The sheetings : (cladding, roofing, covering, decking) The members : (purlin column, cladding rail) Source: EN Source: EN

8 Manufacturing process of cold formed elements

9 Manufacturing process of cold formed elements Profiling machine Source: EMB Source: EMB Profiling rollers

10 Using cold formed elements in construction

11 Using cold formed elements in construction (sheetings) CLADDING Single skin system Facade cladding Double skin system Source: BIM Enveloppe métallique du bâtiment

12 Using cold formed elements in construction (sheetings) COVERING Single skin covering Double skin covering Source: BIM Enveloppe métallique du bâtiment

13 Using cold formed elements in construction (sheetings) ROOFING Roofing system Source: BIM Enveloppe métallique du bâtiment

14 Using cold formed elements in construction (sheeting) DECKING COMPOSITE FLOOR Source: BIM Enveloppe métallique du bâtiment

15 Using cold formed elements in construction (members) PORTAL FRAMES Source: EMB

16 Using cold formed elements in construction (members) PORTAL FRAME Purlin Cladding rail Source: EN

17 European standards for cold formed elements

18 European standards for raw materials EN tolerances on the metal core t nom EN (Metallic coating) protection against corosion EN A1 (Organic Coating) protection against corosion

19 CE marking of the product - CPR For non structural products Self supporting EN Fully supported EN Class III (Non structural use) EN (measurments in the production phase) For structural products EN Class I (diaphragm use) Class II (collaboration member/sheeting)

20 Design and erection of the systems and buildings Designing tests and calculations : EN corigendum + National annex (general design) EN corigendum + National annex (effective width) EN corigendum + National annex (assemblies) Building erection : EN (steel products)

21 Profiled steel sheetings covered by the GRISPE + project

22 Profiles covered by the GRISPE + project Decking with embossments and /or indentations Source: Draft amendement Eurocode Source : Draft amendement Eurocode Decking with outside stiffeners Source: GRISPE WP1

23 Profiles covered by the GRISPE + project The liner tray with s 1 > 1m distance s 1 Source: EC3 1.3 Source: GRISPE WP2 Source: GRISPE WP2

24 Profiles covered by the GRISPE + project Corrugated profiles Source: GRISPE WP2

25 Profiles covered by the GRISPE + project Curved profile with and without arch effect Key parameters for arch profiles Mechanical model for arch profiles Source: GRISPE WP2

26 Profiles covered by the GRISPE + project Cantilever above profile Overlapping joints M B,Ed V L,Ed K 1,Ed K 2,Ed R B,Ed a a overlapping length Cantilever underneath Moment distribution Continuous profiles with local reinforcement for downward load M B,Ed V L,Ed K 1,Ed K 2,Ed M 1,Ed M B,Ed M 2,Ed R B,Ed R B,Ed a a reinforcement length Source: GRISPE WP2 Moment distribution for downward load M 1,Ed M B,Ed M 2,Ed

27 Assembled profiles THE TESTED ASSEMBLED PROFILES ARE: Continuous profiles (C) Two-sided overlapping (OL) DIN (DIN) overlapping Continuous profiles with reinforcement (CR ) Source: GRISPE WP2

28 Profiles covered by the GRISPE + project Perforated profiles Triangular pattern (covered by the EN ) Square pattern (not covered by the EN ) Source: GRISPE WP3

29 Profiles covered by the GRISPE + project Holed profiles Source: GRISPE WP3

30 Profiles covered by the GRISPE + project Plank profiles Clip joint Specific failure in the assembling : dislocation Chevron-shaped joint Profiles requested by architects that want to have façades without visible fasteners Source: GRISPE WP4

31 Methods to design a cold formed element

32 The logigram to study cold formed profiles FEM designing To interpolate between test results and check calculation methods at the limit of the field of application Design by calculation Strength capacity of a Cold formed profile Design by testing Checking the application criteria of the formula Definition of the test program Geometry of the profile, n end support tests, n bending tests, n interaction M/R tests + n coupon tests Test report f y, f u, t obs, curve load/ displacement /type of collapse YES /NO Yes No Background document Test interpretation Statistical approach: M Rd, V Rd, R wrd proposal, Interaction curve M/R. Application of the formula Design formula (Strength of materials test calibration factor) Excel software

33 Tests to study the cold formed sheetings

34 The different tests to study the cold formed profiles: VACUUM CHAMBER: The vacuum chamber test: Test set-up: Source: GRISPE WP4 Source: GRISPE WP4 The objectives of this test : Effective inertia of the profile : I eff Bending capacity : M c,rd

35 Vacuum chamber test results Typical associated collapses: local buckling/dislocation Curve load displacement Typical failure: dislocation Source: GRISPE validation deliverable D 4.7 Source: GRISPE validation deliverable D 4.7

36 An example of test interpretation Main collapses: Downward load (pressure): buckling of the compressed facing. Upward load (suction): dislocation of the profile assembling.

37 The different tests to study the cold formed profiles: SINGLE SPAN BENDING TEST The objectives of this test: Effective inertia of the profile : I eff Bending capacity : M c,rd

38 Typical single span bending test set up Source: GRISPE WP2

39 Typical single span bending test set up Source: GRISPE WP1 Source: GRISPE validation deliverable D 1.8

40 Test results (case bending in single span tests) ULS SLS Load F u /1.5 Typical curve load displacement Ex: Decking profile without embossments Displacement Source: GRISPE validation deliverable D 1.8 Ex: Decking profile with embossments Source: GRISPE validation deliverable D 1.8

41 An example of test interpretation The WP1 example (embossment effects) Source: GRISPE WP1

42 The different tests to study the cold formed profiles: INTERMEDIATE SUPPORT TEST The objectives of this test: Interaction between the bending Moment M c,rd and R w,rd Reaction on the support R w,rd

43 Typical intermediate support test set up To calculate the rotation on the support To simulate the central support Eg. Total perforation trapezoidal profile A corner to simulate the profile lateral continuity Source: GRISPE WP3 Source: GRISPE WP3

44 Test results (intermediate support case) Eg. Total perforation decking profile Load displacement Source: GRISPE validation deliverable D 3.7 Source: GRISPE WP3

45 An example of test interpretation The WP3 example (square pattern perforation effect) Source: GRISPE WP3

46 The different tests to study the cold formed profiles: END SUPPORT TEST The objectives of this test: Capacity of the end support reaction R w,rd

47 Typical end support test set up Modified set up to ensure the accurate position of the load Source: EN Source: GRISPE WP2 Block of wood to avoid any web crippling in this specific part

48 Typical end support test set up Source: GRISPE validation deliverable D 1.8 Source: GRISPE validation deliverable D 1.8

49 Test results Not used in the design, because it is a bending collapse Load Pick 3 Pick 1 SLS Pick 2 ULS Displacement Source: GRISPE validation deliverable D 1.8 Source: GRISPE validation deliverable D 1.8

50 An example of test interpretation The WP1 example (embossment effects) Source: GRISPE WP1

51 Collapses and instabilities of cold formed elements

52 Different instabilities under compression stresses Local buckling Eg : Corrugated sheet local buckling Eg : Plank profile local buckling Source: GRISPE WP2 Source: GRISPE WP4

53 Different instabilities under compression stresses Local buckling Eg : cassette/ liner tray lateral buckling Source: GRISPE WP2 Source: GRISPE WP2

54 Different instabilities under compression stresses Local buckling and local impression at an intermediate support Eg : Continuous trapezoidal profile Local impression of the web top + web crippling area Source: GRISPE WP2 Source: GRISPE WP2

55 Collapse at an intermediate support Local buckling and impression of the support Eg : Corrugated sheet Web crippling in the compression area Source: GRISPE WP2 Source: GRISPE WP2

56 Collapse by plastification Yielding Eg : Corrugated sheet Profile yielding Source: GRISPE WP2

57 Different instabilities under shear stresses Shear collapse Eg : Corrugated sheet Web crippling in the shear area Source: GRISPE WP2 Source: GRISPE WP2

58 Different instabilities under shear stresses Local web crushing/ web crippling Eg : assembling continuity on a support => DIN overlapping Web crippling at the overlapping area Source: GRISPE WP2 Source: GRISPE WP2 Source: GRISPE WP2

59 Collapse at end support Web crippling Eg : Corrugated sheet Web crippling in the compression area Source: GRISPE WP2 Source: GRISPE WP2

60 Collapse at end support Web crippling Eg : Plank profiles Chevron shaped joint (plank 300 reinforced) Web plank crippling Source: GRISPE WP4 Eg: trapezoidal profiles with different perforation types Source: GRISPE WP2

61 Collapse under upward load Fasteners in the valley Eg : Corrugated sheets Fasteners in the valley Fasteners in the valley Source: GRISPE WP2 Source: GRISPE WP2 Local buckling

62 Collapse under upward load Fasteners in the crest Eg : Corrugated sheets Source: GRISPE WP2 Local buckling at the fastening point

63 Collapse under upward load Eg : Liner trays Free flange buckling Source: GRISPE WP2

64 Liner tray and plank profile specific collapses Assembling dislocation Eg : Plank profiles Source: GRISPE WP2 Source: GRISPE WP4 Liner tray free flange lateral instability

65 Mechanical model to take the local flange instability into account

66 Notations used Source: EN Source: EN

67 Required conditions to use the EN For sheeting and members 0,45 mm t cor 15mm - For connections 0,45 mm t cor 4mm 0,2 c/b 0,6 0,1 d/b 0,3 If r/t < 5 (clause ) and r < 0.10 b p Then it is possible to ignore the profile s corners. Source: table 5.1 of the EN

68 Plate buckling critical stress determination Et 3 a D = 12 1 ν 2 t, E,D,ν x b y According to the plate theory, the deflection w (x,y) follows the fourth order differential equation : N xx 4 w x,y x w x,y x 2 y w x,y y 4 = 1 D N xx 2 w x,y x 2 The corresponding solution is as follows: w x,y = A mn sin mπx a a and b dimensions in plane of the plate m, n : 1, 2, 3 sin nπy b

69 Plate buckling critical stress determination If we put the expression of w (x,y) in the fourth order differential equation the result is: mπ a 2 + nπ b 2 2 = N xx D mπ a 2 In addition we have this equation of the normal effort N xx : N xx = Da2 m 2 π 2 mπ a 2 + nπ b 2 2 = σ xx t N xx must be at its minimum value (use the derivative/m): n = 1 N xx m = N cr m = 2D π b² m b a + a mb b a a m²b = 0 m = a b

70 Plate buckling critical stress determination After simplification (replace m by a/b), we obtain the following equation : N cr = 4 Dπ2 b² = 4 π 2 Et v² b² In addition we also have : For uniform compression stresses on the plate σ cr = N cr t = 4 Dπ2 b²t = 4 π 2 Et v² b²t = 4 π 2 E 12 1 v² b² t b 2 π 2 E σ cr = k σ 12 1 v² t b 2 Buckling critical stress

71 Effective width notion Determination of Top flange in compression stress distribution Flange in compression A A σ cr(b) σ average f y f y b Effective section Source: EMB b eff 2 = b e1 b eff 2 = b e2 σ cr(beff) σ average b = 2 σ max b eff 2 = f y b eff Fictive hole in the compressed flange b eff = ρb b e1 b e2 Source: EMB Effective Section AA

72 Plate buckling critical stress determination From the following equation we are looking for b eff : σ cr(beff) = f y = k σ π 2 E 12(1 v 2 ) t b eff 2 A proportionality exists between the critical stress and the (t/b eff )² ratio : σ cr(beff) = f y = K t b eff 2

73 How to determine b eff? By dividing the critical stress by f y we obtain : σ cr(b) f y = k σ π 2 E 12(1 v 2 ) t b 2 1 f y By calculating the square root the above equation becomes : σ cr(b) f y = k σ π 2 E 12(1 v 2 ) t b 2 1 f y 1 2 By multiplying by b the result is: b σ cr(b) f y = b k σ π 2 E 12(1 v 2 ) t b 2 1 f y 1 2

74 How to determine b eff? 2 t 2 ( ) b cr beff eff b 2 cr ( b) t beff b With σ cr(beff) = f y and some mathematics, we obtain: b The ratio between the critical stresses calculated for b eff and b is : b ( ) ( ) cr beff cr b beff eff 1 b eff eff b 1 b cr b) 2 1/ b f 2 2 b ( ) ( ) eff b cr beff b cr 2 2 ( E t 1 k 2 1 y b f y The reverse equation gives: b b f 12 1/ 2 y 1/ 2 f 1/ 2 f cr( b) 1 b k E b t By multiplying by b we obtain the ratio b/b eff : b b eff y 1/ 2 f 1/ 2 cr ( b) k E b t y 1/ 2 f 1/ 2 f cr ( b) b t 2 y k E 2 y y b eff ( ) cr b f y b 2 cr ( b ) 1/ 2 b eff b f y

75 How to determine the critical slenderness From the ratio b/b eff, we are looking for b eff : b eff = b σ cr(b) f y = b k σ π²e 12(1 v 2 ) t b eff 2 1 f y With : σ cr = k σ π 2 E 12(1 v 2 ) t b 2 We obtain the Eurocode formula of the critical slenderness : p b b eff f y 1/ 2 f 1/ 2 cr( b) b t k E y b t f y Ek With E = MPa and ν = 0.3

76 Critical slenderness We define: p 235 f y 235 f 2 y 235 f y 2 We introduce this result in the slenderness ratio calculated at the previous step : p b b eff We obtain : p b b eff b b eff f y 1/ 2 f 1/ 2 cr( b) = With E = , MPa and ν = 0.3 = b t b t k E Ek b t k y b t f y Ek p b beff b t k The final Eurocode formula of the critical slenderness

77 How to determine the reduction factor (ρ )? According to Von Karman (1910), The reduction factor ρ may be taken as follows : When λ p 1 ρ = 1 When λ p > 1 ρ = 1 λ p b eff = ρb According to Winter (1947), The reduction factor ρ may be taken as follows : b eff b = σ L(b) f y = 1 0,22 λ p 1 λ p 1

78 Effective area of the section in compression Finally after several testing calibrations we obtain, at the end, the following formula : σ cr eff = σ cr b b eff 2 = f y b b eff = ρ = σ cr f y where ρ is the reduction factor for plate buckling

79 The effective width for internal compression elements At the end, the following table has to be applied in compliance with the EN Wrinkler formula if ψ = 1 Internal compression elements ρ = λ p 0,055(3 + ψ 2 1 λ p λ p = f y σ cr = b t 28,4ε k σ Uniform compression of the considered flange Source: EN ψ is the stress ratio determined in accordance with 4.4(3) and 4.4(4) b is the appropriate width as follows (for definitions, see Table 5.2 of EN ) b w for webs; b for internal flange elements (except RHS); b - 3 t for flanges of RHS; c for outstand flanges; h for equal-leg angles; h for unequal-leg angles; k σ is the buckling factor corresponding to the stress ratio ψ and boundary conditions. For long plates k σ is given in Table 4.1 or Table 4.2 as appropriate; t is the thickness; σ cr is the elastic critical plate buckling stress see Annex A.1(2).

80 Procedure to calculate b eff (Internal compression elements) b b p = b 2g r g r = r m tan φ 2 sin φ 2 0,5 b eff 0,5 b eff t b = b p ε = 235 f y A eff = b eff t A c = b t λ p = f y σ cr = b t 28,4ε k σ A c,eff = ρa c ρ = 1 for λ p 0,5 + 0,085 0,055ψ ρ = λ p 0,055(3 + ψ) 2 1 for λ p > 0,5 + 0,085 0,055ψ λ p

81 The effective width for outstand compression elements Oustand compression elements ρ = λ p 0, λ p λ p = f y σ cr = b t 28,4ε k σ ψ is the stress ratio determined in accordance with 4.4(3) and 4.4(4) b is the appropriate width as follows (for definitions, see Table 5.2 of EN ) b w for webs; b for internal flange elements (except RHS); b - 3 t for flanges of RHS; c for outstand flanges; h for equal-leg angles; h for unequal-leg angles; k σ is the buckling factor corresponding to the stress ratio ψ and boundary conditions. For long plates k σ is given in Table 4.1 or Table 4.2 as appropriate; t is the thickness; Source: EN σ cr is the elastic critical plate buckling stress see Annex A.1(2).

82 Procedure to calculate b eff (outstand compression elements) b p = b 2g r g r = r m tan φ 2 sin φ 2 c ρc b = b p ε = 235 f y t 0.43 A eff = b eff t A c = b t λ p = f y σ cr = b t 28,4ε k σ A c,eff = ρa c = 1,0 if p 0,748 = p 0,188 p if p > 0,748

83 Plane elements with intermediate stiffeners The following method is used: Source: EN Source: EN

84 Mechanical model to take the local web instability into account

85 Effective cross-sections of webs of trapezoidal profiled sheets The Eurocode provides the following method according to the number of stiffeners along the web: Source: EN

86 Web effective width In the case of a web without any stiffener: e c is the distance from the effective centroidal axis to the system line of the compression flange s eff,0 = 0,76 t E/(γ M0 σ com,ed s eff1 = s eff0 s effn = 1.5 s eff0 Source: EN

87 Analysis of the web effective width Method: 1. Determine the position of e c with the effective flange in which the web is supposed to be fully effective 2. Compare e c /sinϕ with seff 1 +seff n 3. Determine whether the web is effective or not : If e c /sinϕ > seff 1 + seff n Then the web is not fully effective If e c /sinϕ < seff 1 + seff n Then the web is fully effective 4. If the web is not fully effective, a part of it has to be removed according to the following formulas : (e c /sinϕ ( seff 1 + seff n )) x t of the web (cross section) (s eff1 + (e c /sinϕ ( seff 1 + seff n ))/2)*sinϕ (distance from the flange in compression) Source: EN

88 Formula to determine the span bending resistance of the sheeting profile

89 Determination of the effective section modulus W eff b eff s w y b b

90 Determination of the effective section modulus W eff Correction if the web is not fully effective : = ( e c / sin -g r ) S eff,0 y = ( /2 + s eff,1 + g r ) x sin

91 Determination of the effective section modulus W eff For the trapezoidal profile we have : A Rib I eff = I eff,rib b R z c b R h w With b r the pitch of the profile : W eff = Min I eff z c ; I eff h w z c

92 Bending capacity The bending resistance determined as follows: M c,rd = W eff. f yb γ M0 h w Effective section modulus Source: EN W eff = Min I eff z c ; I eff h w z c

93 Formula to determine the end support reaction and intermediate support reaction

94 Eurocode application conditions The clear distance c from the beating length for the support reaction or local load to a free end, see figure 6.9 (EN ), is at least 40 mm; the cross-section satisfies the following criteria: r/t (6. 17 a) h w /t 200sinφ... (6.17b) 45 φ (6.17c) Where: h w is the web height between the midlines of the flanges; r is the internal radius of the corners; ϕ is the angle of the web relative to the flanges [degrees].

95 Reaction capacity The local transverse resistance is: Φ R w,rd = αt² f yb E 1 0,1 r t 0,5 + 0,02 l a t 2,4 + φ 90 2 γ M1 Source: EN l a is the effective bearing length for the relevant category, see (3); α is the coefficient for the relevant category, see (3) The values of l a and α should be obtained from (4) and (5) respectively. The maximum value for l a = 200 mm. When the support is a cold-formed section with one web or round tube, for Ss should be taken a value of 10 mm. The relevant category (l or 2) should be based on the clear distance e between the local load and the nearest support, or the clear distance c from the support reaction or local load to a free end, see figure 6.9. (4) The value of the effective bearing length la should be obtained from the following: The following formula issued of tests apply :(5) The value of the coefficient a should be obtained from the following: a) for Category 1 : - for sheeting profiles: α = 0, (6.20a) - for liner trays and hat sections: α= 0, (6.20b) a) For category 1 : l a = 10mm (6.19a) b) For category 2 β v 0,2 l a = S s (6.19b) β v 0,3 l a = 10mm (6.19c) 0,2 < β v < 0,3 Interpolate linearly the value of la for 0,2 and 0,3 b) for Category 2: - for sheeting profiles: α = 0,15... (6.20c) - for liner trays and hat sections: α = 0, (6.20d

96 Definition of the categories 1 and 2 Source: EN

97 Formula to determine the interaction between support bending and support reaction

98 Combined bending moment and local load or support reaction The following formula applies: M M Ed M c,rd + M Ed M c,rd 1 F Ed R w,rd 1 F Ed R w,rd 1,25 Acceptable area Interaction diagram R

99 Formula to determine the shear resistance of a sheeting

100 The design shear resistance It should be determined from: V b,rd = h w sinφ tf bv γ M λ w = s w t f yb E where: f bv is the shear strength considering buckling according to Table 6.1; h w is the web height between the midlines of the flanges, see figure 5.1 (c); ϕ is the slope of the web relative to the flanges, see figure 6.5 Source: EN

101 Designing a liner tray

102 Conditions required by the EN to design a liner tray Source: EN

103 Wide flange in compression M C,Rd = 0,8W eff,min f yb /γ M0 W eff,min = I y,eff /z c But : W eff,min I y,eff /z t Source: EN

104 Wide flange in tension b u,eff = e 0 2 t 3 t eq hlb 0 3 b u,eff the overall width of the wide flange; e o the distance from the centroidal axis of the gross cross-section to the centroidal axis of the narrow flanges; h the overall depth of the liner tray; L the span of the liner tray; t eq the equivalent thickness of the wide flange, given by: l a the second moment of area of the wide flange, about its own centroid, see figure 10.9 But : M b,rd = 0,8β b W eff,com f yb /γ M0 with: Limitation M b,rd 0,8β b W eff,t f yb /γ M0 (10.21) W eff,min = I y,eff /z c W eff,min I y,eff /z t Source: EN If s 1 300mm If 300mm s mm β b = 1,0 β b = 1,15s 1 /2000 S 1 is the longitudinal spacing of fasteners supplying lateral restraint to the narrow flanges, see figure 10.9

105 Designing a perforated sheet

106 Perforation with a triangular pattern The principle is to use a reduced thickness on the perforated area (I) Perforated sheeting with the holes arranged in the shape of equilateral triangles may be designed by calculation, provided that the rules for non-perforated sheeting are modified by introducing the effective thicknesses given below. NOTE: These calculation rules tend to rather conservative values. More economical solutions might he obtained from design assisted by testing, see Section 9. (2) Provided that 0,2 d/ a 0,9 gross section properties may be calculated but replacing t by t a.eff obtained from: t a,eff = 1.18t d a (10.25) where: d is the diameter of the perforations; a is the spacing between the centres of the perforations.

107 Perforation with a triangular pattern (3) Provided that 0,2 d / a 0,9 effective section properties may be calculated using Section 5, but replacing t by t beff obtained from: t beff = t 3 1,18 1 d/a... (10.26) The resistance of a single web to local transverse forces may be calculated using 6.1.7], but replacing t by obtained from: t c,eff = t 1 d a 2 sper /s w 3/2... (10.27) where: s per is the slant height of the perforated portion of the web; S w is the total slant height of the web.

108 Deflection

109 How to take deflection into account: In all the cases, the maximum deflection of the profile calculated with the effective inertia must stay below the maximum accepted deflection as defined by the Eurocode. It is possible to make calculations with several sections characterized by different effective inertia.

110 Other cases not covered by the Eurocode EN

111 Topics not covered by the current version of the eurocode Decking embossment Outward stiffeners Covered by the GRISPE PROJECT Curved profiles with and without arch effect Assembled profiles on support Corrugated profiles Liner trays with s 1 >1m Perforated profiles with a square patent perforation Source: All WP GRISPE Flange holed profiles Plank profiles

112 Bibliography

113 Bibliography See state deliverable of the art of GRISPE Project EN (design cold formed elements) EN (Design effective width of cold formed elements) EN (CE marking of structural cold formed elements) EN (CE marking of non structural cold formed elements) EN (Tolerance of the non structural cold formed element) EN (Tolerance of the structural cold formed element) EN (Tolerance of the raw material, coil) EN (metalic coating) EN (organic coating) Review :L enveloppe du bâtiment en acier réalisée à partir de plaques nervurées ou ondulées SNPPA APK -ESDEP WG 9THIN-WALLED CONSTRUCTION Lecture 9.1: Thin-Walled Members and Sheeting Figure 7 manufacturing by cold rolling BIM of l Envelope Métallique du Bâtiment All Deliverables WP1 WP2 WP3 WP4 GRISPE Slide work shop PPA Europe October 2015 Slide wok shop GRISPE 26 July 2016