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D1.2.3.3 Form Factor The form factor (k f ) determined in accordance with Clause 6.2.2 of AS 4100 is given by: k f = A A e g where A g = gross cross-sectional area A e = effective area A e was calculated by summing the effective areas of the individual elements whose effective widths are specified: for RHS and SHS by = b F − g H G I e KJ ≤b g b b 2 t λ ey e b −2 t λ where b e = effective width of section (Clause 6.2.4 of AS 4100) b = full width of section t = thickness of section λ ey = yield slenderness limit (see Table D1.2.3.3) λ e = plate element slenderness (see Table D1.2.3.3) Table D1.2.3.3: Plate Element Slenderness Limits for Members Subject to Axial Compression Section Residual Stresses Yield Slenderness Limit Plate Element Slenderness λ ey λ e RHS, SHS CF 40 b b− 2t t g F H G f y 250 I KJ k f must be known in order to determine the nominal section capacity of a concentrically loaded compression member (N s ) as defined in Clause 6.2.1 of AS 4100. The calculation of k f indicates the degree to which the column section will buckle locally before squashing (i.e. k f = 1.0 signifies a column section which will yield rather than buckle locally in a short or stub column test). A knowledge of k f is also important when using the provisions of Section 8 of AS 4100 for designing members subject to combined actions. DuraGal DESIGN CAPACITY TABLES DCTDHS/06 D1-6 for STRUCTURAL STEEL HOLLOW SECTIONS MARCH 2002
D1.3 PROPERTIES FOR FIRE DESIGN To assist in the design of ‘DuraGal’ <strong>sections</strong> for fire resistance in accordance with Section 12 of AS 4100, values of the exposed surface area to mass ratio (k sm ) are tabulated for the various cases shown in Figure D1.3. For unprotected structural hollow <strong>sections</strong> the values of k sm corresponding to four- and three- sided exposure should be taken as those corresponding to Cases 1 and 4 respectively. In these instances fire protection is necessary where a fire rating is required. For members requiring the addition of fire protection materials, the “Handbook of Fire Protection Materials for Structural Steel” published by AISC [1] may be consulted to determine the thickness of proprietary materials required for a given value of k sm and Fire-Resistance Level (FRL). In the AISC Handbook, the exposed surface area to mass ratio (E) may be taken as equivalent to k sm. (See also references [3][4] ) Figure D1.3: Cases for Calculation of Exposed Surface Area to Mass Ratio Cases of fire exposure considered: 1 = Profile-protected 2 = Total Perimeter, Box-protected, No Gap 3 = Total Perimeter, Box-protected, 25 mm Gap 4 = Top Flange Excluded, Profile-protected 5 = Top Flange Excluded, Box-protected, No Gap 6 = Top Flange Excluded, Box-protected, 25 mm Gap Suggested references for Fire Design: [1] Proe, D.J., Bennetts, I.D., Thomas, I.R., Szeto, W.T., “Handbook of Fire Protection Materials for Structural Steel”, Australian Institute of Steel Construction, 1990. [2] Bennetts, I.D., Proe, D.J., Thomas, I.R., “Guidelines for Assessment of Fire Resistance of Structural Steel Members”, Australian Institute of Steel Construction, 1987. [3] Thomas, I.R Bennetts, I.D and Proe, D.J., “Design of Steel Structures for Fire Resistance in Accordance with AS 4100”, Steel Construction, Australian Institute of Steel Construction, Vol 26, No 3, 1992. [4] O’Meagher, A.J., Bennetts, I.D., Dayawansa, P.H. and Thomas, I.R., “Design of Single Storey Industrial Buildings for Fire Resistance”, Steel Construction, Australian Institute of Steel Construction, Vol 26, No2, 1992. DCTDHS/06 DuraGal DESIGN CAPACITY TABLES MARCH 2002 for STRUCTURAL STEEL HOLLOW SECTIONS D1-7
Page 1 and 2: DuraGal ® design capacity tables f
Page 3 and 4: CONTENTS Page Foreword ............
Page 5 and 6: PREFACE DuraGal RHS is manufactured
Page 7 and 8: GRADE DuraGal RHS is manufactured b
Page 9 and 10: Length Size Mill Cut Length Toleran
Page 11 and 12: LIMIT STATES TES DESIGN USING THESE
Page 13 and 14: PROPERTIES OF STEEL The properties
Page 15 and 16: M ry M s M sx M sy M z M * M * m M
Page 17 and 18: PART 1 SECTION PROPERTIES 1 PAGE D1
Page 19 and 20: D1.2.1.1 Torsion Constants The tors
Page 21: D1.2.3.1 Compactness In Clauses 5.2
Page 25 and 26: Figure D1.4.2: Telescoping Data DCT
Page 27 and 28: DCTDHS/06 DuraGal DESIGN CAPACITY T
Page 33 and 34: TABLE D1.3-1(A) FIRE ENGINEERING DE
Page 35 and 36: TABLE D1.3-2(A) FIRE ENGINEERING DE
Page 37 and 38: TABLE D1.3-4 FIRE ENGINEERING DESIG
Page 39 and 40: TABLE D1.4-2 DuraGal TELESCOPING IN
Page 41 and 42: PART 2 DETERMINATION OF DESIGN ACTI
Page 43 and 44: Figure D2.2: First-order Analysis a
Page 45 and 46: PART 3 SECTION CAPACITIES 3 PAGE D3
Page 47 and 48: D3.2.3 Design Moment Section Capaci
Page 49 and 50: [ BLANK ] DCTDHS/06 DuraGal DESIGN
Page 51 and 52: TABLE D3.1-2 DESIGN SECTION CAPACIT
Page 53 and 54: PART 4 MEMBERS SUBECT TO BENDING 4
Page 55 and 56: D4.1.3 Segment Length for Full Late
Page 57 and 58: Table D4.1.5(1) Values of (M sx /M
Page 59 and 60: A rectangular hollow section is the
Page 61 and 62: 2. Check the shear capacity of the
Page 63 and 64: End bearing for b d < 1.5d 5 d5 b b
Page 65 and 66: D4.4 BENDING AND BEARING INTERACTIO
Page 67 and 68: D4.5 CALCULATION OF BEAM DEFLECTION
Page 71 and 72: TABLE D4.3-1(A) DESIGN WEB CAPACITI
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TABLE D4.3-2(A) DESIGN WEB CAPACITI
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TABLE D4.3-4 DESIGN WEB CAPACITIES
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PART 5 MEMBERS SUBECT TO AXIAL COMP
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According to Clause 6.3.3 of AS 410
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In all cases L e / L > 0.5 (i) Chor
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[ BLANK ] DCTDHS/06 DuraGal DESIGN
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DCTDHS/06 DuraGal DESIGN CAPACITY T
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PART 6 MEMBERS SUBJECT TO AXIAL TEN
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D6.3 EXAMPLE 1. A tension member wi
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TABLE D6.1-3 DESIGN CAPACITIES FOR
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PART 7 MEMBERS SUBJECT TO COMBINED
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If an appropriate second order elas
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Determination of δ s Members with
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D7.4 COMBINED BENDING AND AXIAL COM
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(b) Out-of-plane capacity where φM
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D7.4.3.2 Member Capacity 14 . 14 .
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D7.5.2.1 Section Capacity For The v
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D7.6 BIAXIAL BENDING For a member s
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From Figure D7.3(1) the moment ampl
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D7.7 EXAMPLES Example 2.0 Braced Be
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Then φM rx * N = 118 . ⎛ ⎞ φM
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[ BLANK ] DCTDHS/06 DuraGal DESIGN
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PART 8 MAXIMUM DESIGN LOADS FOR BEA
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D8.2.2 Serviceability Limit State D
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D8.5 OTHER LOAD CONDITIONS The valu
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(b) Use of the Tables: Strength Lim
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DuraGal DESIGN CAPACITY TABLES DCTD
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[ BLANK ] Courtesy of Econo Steel r
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