General Comparison between AISC LRFD and ASD
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- Agnes McBride
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1 General Comparison between AISC LRFD and ASD 1
2 General Comparison between AISC LRFD and ASD 2
3 AISC ASD and LRFD AISC ASD = American Institute of Steel Construction = Allowable Stress Design AISC Ninth Edition LRFD = Load and Resistance Factor Design AISC Third Edition 3
4 AISC Steel Design Manuals 1963 AISC ASD 6 th Edition 1969 AISC ASD 7 th Edition 1978 AISC ASD 8 th Edition 1989 AISC ASD 9 th Edition 1986 AISC LRFD 1 st Edition 1993 AISC LRFD 2 nd Edition 1999 AISC LRFD 3 rd Edition 4
5 ASD and LRFD Major Differences Load Combinations and load factors ASD results are based on the stresses and LRFD results are based on the forces and moments capacity Static analysis is acceptable for ASD but nonlinear geometric analysis is required for LRFD Beams and flexural members C b computation 5
6 ASD Load Combinations 1.0D + 1.0L 0.75D L W 0.75D L E D = dead load L = live load W = wind load E = earthquake load 6
7 ASD Load Combinations Or you can use following load combinations with the parameter ALSTRINC to account for the 1/3 allowable increase for the wind and seismic load D + 1.0L D + 1.0L + 1.0W D + 1.0L + 1.0E PARAMETER$ ALSTRINC based on the % increase ALSTRINC LOADINGS 2 3 7
8 LRFD Load Combinations 1.4D 1.2D + 1.6L 1.2D + 1.6W + 0.5L 1.2D ± 1.0E + 0.5L 0.9D ± (1.6W or 1.0E) D = L = W = E = dead load live load wind load earthquake load 8
9 Deflection Load Combinations for ASD and LRFD 1.0D + 1.0L 1.0D + 1.0L + 1.0W 1.0D + 1.0L + 1.0E D = L = W = E = dead load live load wind load earthquake load 9
10 Forces and Stresses ASD = actual stress values are compared to the AISC allowable stress values LRFD = actual forces and moments are compared to the AISC limiting forces and moments capacity 10
11 ASTM Steel Grade Comparison is between Table 1 of the AISC ASD 9 th Edition on Page 1-7 versus Table 2-1 of the AISC LRFD 3 rd Edition on Page 2-24 A529 Gr. 42 of ASD, not available in LRFD A529 Gr. 50 and 55 are new in LRFD A441 not available in LRFD A572 Gr. 55 is new in LRFD A618 Gr. I, II, & III are new in LRFD A913 Gr. 50, 60, 65, & 70 are new in LRFD A992 (F y = 50, F u = 65) is new in LRFD (new standard) A847 is new in LRFD 11
12 Slenderness Ratio Compression KL/r 200 Tension L/r
13 Check L/r ratio Tension Members Check Tensile Strength based on the crosssection s Gross Area Check Tensile Strength based on the crosssection s Net Area 13
14 Tension Members ASD f t = FX/A g F t f t = FX/A e F t Gross Area Net Area LRFD P u = FX ϕ t P n = ϕ t A g F y P u = FX ϕ t P n = ϕ t A e F u ϕ t = 0.9 for Gross Area ϕ t = 0.75 for Net Area 14
15 Tension Members ASD Gross Area Net Area F t = 0.6F y F t = 0.5F u (ASD Section D1) LRFD (LRFD Section D1) Gross Area ϕ t P n = ϕ t F y A g ϕ t = 0.9 Net Area ϕ t P n = ϕ t F u A e ϕ t =
16 Compare ASD to LRFD ASD 1.0D + 1.0L LRFD 1.2D + 1.6L 0.6F y (ASD) (1.5) = 0.9F y (LRFD) 0.5F u (ASD) (1.5) = 0.75F u (LRFD) ASD (1.5) = LRFD 16
17 Tension Members FIXED JOINT Y Z X o
18 Tension Members Member is 15 feet long Fixed at the top of the member and free at the bottom Loadings are: Self weight 400 kips tension force at the free end Load combinations based on the ASD and LRFD codes Steel grade is A992 Design based on the ASD and LRFD codes 18
19 Tension Members ASD W18x46 Actual/Allowable Ratio = LRFD W10x49 Actual/Limiting Ratio =
20 Tension Members ASD W18x46 Area = 13.5 in. 2 FX = kips Ratio = LRFD W10x49 Area = 14.4 in. 2 FX = kips Ratio =
21 Tension Members Load Factor difference between LRFD and ASD / = Equation Factor difference between LRFD and ASD LRFD = (1.5) ASD Estimate required cross-sectional area for LRFD Area for LRFD LRFD W10x49 Area = 14.4 in. 2 21
22 Tension Members Code Check based on the ASD9 and using W10x49 FX = kips Ratio = Load Factor difference between LRFD and ASD / = LRFD Ratio computed from ASD LRFD W10x49 Ratio =
23 Tension Members ASD Example # 1 Live Load = 400 kips W18x46 Actual/Allowable Ratio = LRFD Example # 1 Live Load = 400 kips W10x49 Actual/Limiting Ratio = Example # 2 Dead Load = 200 kips Live Load = 200 kips W14x43 Actual/Limiting Ratio = Code check W14x43 based on the ASD9 W14x43 Actual/Allowable Ratio =
24 Compression Members Check KL/r ratio Compute Flexural-Torsional Buckling and Equivalent (KL/r) e Find Maximum of KL/r and (KL/r) e Compute Q s and Q a based on the b/t and h/t w ratios Based on the KL/r ratio, compute allowable stress in ASD or limiting force in LRFD 24
25 Compression Members ASD f a = FX/A g F a LRFD P u = FX ϕ c P n = ϕ c A g F cr Where ϕ c =
26 Limiting Width-Thickness Ratios ASD for Compression Elements b/t = h/t w = 95 / F y 253 / F y LRFD b/t = 056. E / h/t w = F y 149. E / F y 26
27 Limiting Width-Thickness Ratios for Compression Elements Assume E = ksi ASD b/t = h/t w = 95 / F y 253 / F y LRFD b/t = / F y h/t w = / F y 27
28 Compression Members ASD KL/r C c (ASD E2-1 or A-B5-11) F a 5 3 Q1 3 KL 2C r 2 c KL / r KL / r F 8C 8C c / 2 y 3 c 3 Where C c 2 2 E QF y LRFD c Q 15. (LRFD A-E3-2) c F Q F cr Q 2 y Where c KL r F y E 28
29 Compression Members ASD KL/r > C c (ASD E2-2) E Fa KL / r 2 2 Where C c 2 2 E QF y LRFD c Q 15. (LRFD A-E3-3) F cr F c y Where c KL r F y E 29
30 30 Compression Members LRFD F F cr c y Where c y KL r F E F KL r F E F cr y y F E KL r cr / F E KL r cr /
31 Compression Members ASD LRFD E Fa KL r 2 E F cr 23 KL / r 2 2 / F cr / F a = LRFD F cr = ASD F a
32 Compression Members ASD K y LY Kz Lz KL / r,, ry r z KL r e Where KL r e E F e (ASD C-E2-2) LRFD λ c = Maximum of ( λ cy, λ cz, λ e ) 32
33 Compression Members LRFD Where: cy K L r y y y F y E cz K L r z z z F y E e F F y e 33
34 Compression Members Flexural-Torsional Buckling F e 2 ECw 2 K L 10. GJ I I x x y z 34
35 Q s Computation ASD LRFD When 95 / F / k b / t 195 / F / k y c y c Q ( b / t) F / k k s y c c When 056. E / F b / t 103. E / F y Q ( b / t) F / E s if h / t 70, otherwise kc h / t y y 35
36 Q s Computation Assume E = ksi ASD When 95 / F / k b / t 195 / F / k y c y c Q ( b / t) F / k s y c LRFD When / F b / t / F y y Q ( b / t) F s y 36
37 Q s Computation ASD When b / t 195 / F / k y c Q 26200k / F b / t s c y 2 LRFD When b / t 103. E / F y Q 069. E / F b / t s y 2 37
38 Q s Computation Assume E = ksi ASD When b / t 195 / F / k Q 26200k / F b / t s c y y c 2 LRFD When b / t / F y Q s / F b / t y 2 38
39 Q a Computation ASD b e 253t f ( b / t) f b LRFD b e E 191. t 1 f ( b / t) E f b Assume E t ksi, be 1 f ( b / t) f 39
40 Compression Members o Y Z X FIXED JOINT 40
41 Compression Members Member is 15 feet long Fixed at the bottom of the column and free at the top Loadings are: Self weight 100 kips compression force at the free end Load combinations based on the ASD and LRFD codes Steel grade is A992 Design based on the ASD and LRFD codes 41
42 Compression Members ASD W10x49 Actual/Allowable Ratio = LRFD W10x54 Actual/Limiting Ratio =
43 Compression Members ASD W10x49 Area = 14.4 in. 2 FX = kips Ratio = LRFD W10x54 Area = 15.8 in. 2 FX = kips Ratio =
44 Compression Members Load Factor difference between LRFD and ASD / = Equation Factor difference between LRFD and ASD LRFD F cr = (1.681) ASD F a Estimate required cross-sectional area for LRFD Area for LRFD LRFD W10x54 Area = 15.8 inch 44
45 Compression Members Code Check based on the ASD9 and use W10x54 FX = kips Ratio = Load Factor difference between LRFD and ASD / = LRFD Ratio computed from ASD LRFD W10x54 Ratio =
46 Compression Members ASD Example # 1 Live Load = 100 kips W10x49 Actual/Allowable Ratio = LRFD Example # 1 Live Load = 100 kips W10x54 Actual/Limiting Ratio = Example # 2 Dead Load = 50 kips Live Load = 50 kips W10x49 Actual/Limiting Ratio = Code check W10x49 based on the ASD9 W10x49 Actual/Allowable Ratio =
47 Flexural Members Based on the b/t and h/t w ratios determine the compactness of the cross-section Classify flexural members as Compact, Noncompact, or Slender When noncompact section in ASD, allowable stress F b is computed based on the l/r t ratio. l is the laterally unbraced length of the compression flange. Also, C b has to be computed When noncompact or slender section in LRFD, LTB, FLB, and WLB are checked LTB for noncompact or slender sections is computed using L b and C b. L b is the laterally unbraced length of the compression flange 47
48 Flexural Members ASD f b = MZ/S Z F b LRFD M u = MZ ϕ b M n Where ϕ b =
49 Limiting Width-Thickness Ratios ASD for Compression Elements b / t 65 / F y d / t 640 / F w y LRFD b / t 038. E / F y h / tw 376. E / F y Assume E = ksi b / t / F y h / t / w F y 49
50 ASD Flexural Members Compact Section (ASD F1-1) F b = 0.66F y LRFD (LRFD A-F1-1) ϕ b M n = ϕ b M p = ϕ b F y Z Z 1.5F y S Z Where ϕ b =
51 Flexural Members Compact Section o FIXED JOINT Y Z X Braced at 1/3 Points o FIXED JOINT 51
52 Flexural Members Compact Section Member is 12 feet long Fixed at both ends of the member Loadings are: Self weight 15 kips/ft uniform load Load combinations based on the ASD and LRFD codes Steel grade is A992 Braced at the 1/3 Points Design based on the ASD and LRFD codes 52
53 ASD Flexural Members Compact Section W18x40 Actual/Allowable Ratio = LRFD W18x40 Actual/Limiting Ratio =
54 ASD Flexural Members Compact Section W18x40 S z = 68.4 in. 3 MZ = inch-kips Ratio = LRFD W18x40 Z z = 78.4 in. 3 MZ = inch-kips Ratio =
55 Flexural Members Compact Section Load Factor difference between LRFD and ASD / = Equation Factor difference between LRFD and ASD LRFD = (0.66S z )(1.5989) / (0.9Z z ) ASD Z z for LRFD LRFD W18x40 Z z = 78.4 in. 3 55
56 Flexural Members Compact Section Code Check based on the ASD9, Profile W18x40 MZ = inch-kips Ratio = Load Factor difference between LRFD and ASD / = LRFD Ratio computed from ASD LRFD W18x40 Ratio =
57 Flexural Members Compact Section ASD Example # 1 Live Load = 15 kips/ft W18x40 Actual/Allowable Ratio = LRFD Example # 1 Live Load = 15 kips/ft W18x40 Actual/Limiting Ratio = Example # 2 Dead Load = 7.5 kips/ft Live Load = 7.5 kips/ft W18x40 Actual/Limiting Ratio = Code check W18x40 based on the ASD9 W18x40 Actual/Allowable Ratio =
58 ASD Flexural Members Noncompact Section Based on b/t, d/t w and h/t w determine if the section is noncompact Compute C b Compute Q s Based on the l/r t ratio, compute allowable stress F b Laterally unbraced length of the compression flange (l) has a direct effect on the equations of the noncompact section 58
59 ASD Flexural Members Noncompact Section f b = MZ/S Z F b LRFD M u = MZ ϕ b M n Where ϕ b =
60 ASD Limiting Width-Thickness Ratios for Compression Elements 65 F b t 95 F y y d t w 640 F y h t w 760 F b LRFD 038. E F b / t 083. E F y 376. E F h t 57. E F y w y L 60
61 Limiting Width-Thickness Ratios for Compression Elements Assume E = ksi ASD 65 F b t 95 F y y d t w 640 F y h t w 760 F b LRFD / F b / t / F y / F h t / F y w y L 61
62 ASD Flexural Members Noncompact Section F b F y b t f f F y (ASD F1-3) 76b f If Lb Lc minimum or F d A F y f y (ASD F1-2) ASD Equations F1-6, F1-7, and F1-8 must to be checked. 62
63 ASD Flexural Members Noncompact Section When Cb l F r F y T y C b F b 2 Fy l / rt C F 0. 6 F Q b y y s (ASD F1-6) 63
64 Flexural Members ASD Noncompact Section When l r T F y C b F b l / r T 3 2 C b 0. 6F Q y s (ASD F1-7) 64
65 ASD Flexural Members Noncompact Section For any value of l/r T F b ld / 3 A f C b 0. 6F Q y s (ASD F1-8) 65
66 LRFD Flexural Members Noncompact Section 1. LTB, Lateral-Torsional Buckling 2. FLB, Flange Local Buckling 3. WLB, Web Local Buckling 66
67 Flexural Members Noncompact Section LRFD LTB Compute C b Based on the L b, compute limiting moment capacity. L b is the lateral unbraced length of the compression flange, λ = L b /r y L b has a direct effect on the LTB equations for noncompact and slender sections FLB Compute limiting moment capacity based on the b/t ratio of the flange, λ = b/t WLB Compute limiting moment capacity based on the h/t w ratio of the web, λ = h/t w 67
68 Flexural Members Noncompact Section LRFD LTB (Table A-F1.1) For λ p < λ λ r p M n Cb M p M p M r M r p Where: p (LRFD A-F1-2) M p = F y Z z 1.5F y S z M r = F L S z F L = Smaller of (F yf F r ) or F yw λ = L b /r y λ p = 176. E F yf 68
69 Flexural Members Noncompact Section LRFD LTB (Table A-F1.1) Where: λ r = X F 1 L 1 1 X F 2 2 L X 1 = S EGJA z 2 X 2 = 4 C I w y S z GJ 2 69
70 Flexural Members Noncompact Section LRFD FLB (Table A-F1.1) For λ p < λ λ r Where: M M M M n p p r p r p (LRFD A-F1-3) M p = F y Z z 1.5F y S z M r = F L S z F L = Smaller of (F yf F r ) or F yw λ = b/t λ p = λ r = E F y E F L 70
71 Flexural Members Noncompact Section LRFD WLB (Table A-F1.1) For λ p < λ λ r Where: M M M M n p p r p r p (LRFD A-F1-3) M p = F y Z z 1.5F y S z M r = R e F y S z R e = 1.0 for non-hybrid girder 71
72 Flexural Members Noncompact Section LRFD WLB (Table A-F1.1) λ = h/t w λ p = 376. E F y λ r = 57. E F y 72
73 ASD Flexural Members Noncompact Section C M M 0. 3 M M 2. 3 b M M If M between M and M, C 10. max 1 2 b 2 LRFD C b M M M A B C 12. 5M max 2. 5M 3M 4 M 3M max A B C absolute value of moment at quarter point absolute value of moment at centerline absolute value of moment at three quarter point 73
74 Flexural Members Noncompact Section o Pin Y Z X o Roller 74
75 Flexural Members Noncompact Section Member is 12 feet long Pin at the start of the member Roller at the end of the member Cross-section is W12x65 Loadings are: Self weight 12 kips/ft uniform load Load combinations based on the ASD and LRFD codes Steel grade is A992 Check code based on the ASD and LRFD codes 75
76 Flexural Members Noncompact Section ASD W12x65 C b = 1.0 Actual/Allowable Ratio = LRFD W12x65 C b = Actual/Limiting Ratio = Code check is controlled by FLB. C b = 1.0 Actual/Limiting Ratio =
77 Flexural Members Noncompact Section ASD Example # 1 Live Load = 12 kips/ft W12x65 Actual/Allowable Ratio = LRFD Example # 1 Live Load = 12 kips/ft W12x65 Actual/Limiting Ratio = Example # 2 Dead Load = 6 kips/ft Live Load = 6 kips/ft W12x65 Actual/Limiting Ratio = 0.85 Code check W12x65 based on the ASD9 W12x65 Actual/Allowable Ratio =
78 Design for Shear ASD h / t 380 w F y f v = FY/A w F v = 0.4F y (ASD F4-1) LRFD h / t E / F w yw V u = FY ϕ v V n = ϕ v 0.6F yw A w (LRFD F2-1) Where ϕ v =
79 Design for Shear Assume E = ksi ASD h / t 380 w F y f v = FY/A w F v = 0.4F y (ASD F4-1) LRFD h / t / w F yw V u = FY ϕ v V n = ϕ v 0.6F yw A w (LRFD F2-1) Where ϕ v =
80 Design for Shear ASD h / t 380 w F y Fy f v = FY/A y Fv C v 04. F y (ASD F4-2) 289. LRFD E / F h / t 307. E / F yw w yw V u = FY ϕ v V n = ϕ v 0. 6F yw A w E / h / t w F yw (LRFD F2-2) Where ϕ v =
81 Design for Shear LRFD 307. E / F h / t 260 yw w V u = FY ϕ v V n = ϕ v A w 4. 52E h / t w 2 (LRFD F2-3) Where ϕ v =
82 Design for Shear o FIXED JOINT Y Z X Braced at 1/3 Points o FIXED JOINT 82
83 Design for Shear Same as example # 3 which is used for design of flexural member with compact section Member is 12 feet long Fixed at both ends of the member Loadings are: Self weight 15 kips/ft uniform load Load combinations based on the ASD and LRFD codes Steel grade is A992 Braced at the 1/3 Points Design based on the ASD and LRFD codes 83
84 Design for Shear ASD (Check shear at the end of the member, equation F4-1 Y ) W18x40 Actual/Allowable Ratio = 0.8 LRFD (Check shear at the end of the member, equation A-F2-1 Y ) W18x40 Actual/Limiting Ratio =
85 Design for Shear ASD W18x40 A y = in. 2 FY = kips Ratio = 0.8 LRFD W18x40 A y = in. 2 FY = kips Ratio =
86 Design for Shear Code Check based on the ASD9, Profile W18x40 FY = kips Ratio = 0.8 Load Factor difference between LRFD and ASD / = Equation Factor difference between LRFD and ASD LRFD = (0.4)(1.5989) /(0.6)(0.9) ASD LRFD Ratio computed from ASD LRFD W18x40 Ratio =
87 Design for Shear ASD Example # 1 Live Load = 15 kips/ft W18x40 Actual/Allowable Ratio = 0.8 LRFD Example # 1 Live Load = 15 kips/ft W18x40 Actual/Limiting Ratio = Example # 2 Dead Load = 7.5 kips/ft Live Load = 7.5 kips/ft W18x40 Actual/Limiting Ratio = 0.83 Code check W18x40 based on the ASD9 W18x40 Actual/Allowable Ratio =
88 Combined Forces ASD f a /F a > 0.15 LRFD P u /ϕp n 0.2 f F a a f a 0. 6F y Cmy f by C f a 1 F 1 by F ey f by f bz 10. F F by bz mz f f F bz a ez 10. (ASD H1-1) (ASD H1-2) P M u 8 uy Muz Pn 9 b Mny b M nz 10. (LRFD H1-1a) 88
89 Combined Forces ASD f a /F a 0.15 f F a a fby fbz 10. F F by bz (ASD H1-1) LRFD P u /ϕp n < 0.2 P M u uy M 2P n b Mny b M uz nz 10. (LRFD H1-1a) 89
90 Combined Forces Y Z X 90
91 Combined Forces 3D Simple Frame 3 Bays in X direction 15 ft 2 Bays in Z direction 30 ft 2 Floors in Y direction 15 ft Loadings Self weight of the Steel Self weight of the Slab 62.5 psf Other dead loads 15.0 psf Live load on second floor 50.0 psf Live load on roof 20.0 psf Wind load in the X direction 20.0 psf Wind load in the Z direction 20.0 psf 91
92 Combined Forces ASD <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> < Active Units Weight Unit = KIP Length Unit = INCH > < > < Steel Take Off Itemize Based on the PROFILE > < Total Length, Volume, Weight, and Number of Members > < > < Profile Names Total Length Total Volume Total Weight # of Members > < W10x E E E > < W12x E E E+00 4 > < W12x E E E+00 4 > < W12x E E E > < W6x E E E > < W8x E E E+00 4 > < W8x E E E+00 4 > <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> < ACTIVE UNITS WEIGHT KIP LENGTH INCH > < > < TOTAL LENGTH, WEIGHT AND VOLUME FOR SPECIFIED MEMBERS > < > < LENGTH = E+04 WEIGHT = E+01 VOLUME = E+05 > <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> 92
93 Combined Forces LRFD <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> < Active Units Weight Unit = KIP Length Unit = INCH > < > < Steel Take Off Itemize Based on the PROFILE > < Total Length, Volume, Weight, and Number of Members > < > < Profile Names Total Length Total Volume Total Weight # of Members > < W10x E E E > < W10x E E E+00 4 > < W10x E E E+00 4 > < W12x E E E+00 4 > < W6x E E E > < W8x E E E+00 4 > < W8x E E E+00 8 > < > <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> < ACTIVE UNITS WEIGHT KIP LENGTH INCH > < > < TOTAL LENGTH, WEIGHT AND VOLUME FOR SPECIFIED MEMBERS > < > < LENGTH = E+04 WEIGHT = E+01 VOLUME = E+05 > <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> 93
94 Combined Forces ASD WEIGHT = kips LRFD WEIGHT = kips 94
95 Deflection Design ASD <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> < Active Units Weight Unit = KIP Length Unit = INCH > < > < Steel Take Off Itemize Based on the PROFILE > < Total Length, Volume, Weight, and Number of Members > < > < Profile Names Total Length Total Volume Total Weight # of Members > < W10x E E E > < W12x E E E+00 4 > < W12x E E E+00 4 > < W12x E E E > < W14x E E E+00 4 > < W14x E E E+00 4 > < W6x E E E > <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> < ACTIVE UNITS WEIGHT KIP LENGTH INCH > < > < TOTAL LENGTH, WEIGHT AND VOLUME FOR SPECIFIED MEMBERS > < > < LENGTH = E+04 WEIGHT = E+01 VOLUME = E+05 > <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> 95
96 Deflection Design LRFD <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> < Active Units Weight Unit = KIP Length Unit = INCH > < > < Steel Take Off Itemize Based on the PROFILE > < Total Length, Volume, Weight, and Number of Members > < > < Profile Names Total Length Total Volume Total Weight # of Members > < W10x E E E > < W10x E E E+00 8 > < W10x E E E+00 4 > < W12x E E E+00 4 > < W14x E E E+01 8 > < W14x E E E+00 4 > < W6x E E E > <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> < ACTIVE UNITS WEIGHT KIP LENGTH INCH > < > < TOTAL LENGTH, WEIGHT AND VOLUME FOR SPECIFIED MEMBERS > < > < LENGTH = E+04 WEIGHT = E+01 VOLUME = E+05 > <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> 96
97 Deflection Design ASD WEIGHT = kips LRFD WEIGHT = kips 97
98 Compare Design without and with ASD Deflection Design Without Deflection Design WEIGHT = kips With Deflection Design WEIGHT = kips LRFD Without Deflection Design With Deflection Design WEIGHT = kips WEIGHT = kips 98
99 Design same example based on C b = 1.0 Code and deflection design with C b = 1.0 ASD Compute C b Specify C b = 1.0 LRFD Compute C b Specify C b = 1.0 WEIGHT = kips WEIGHT = kips WEIGHT = kips WEIGHT = kips 99
100 Design Similar example based on C b = 1.0 and LL 5 Code and deflection design with C b = 1.0 and increase the live load by a factor of 5. Area loads are distributed using two way option instead of one way Also change the 2 bays in the Z direction from 30 ft to 15 ft. ASD LRFD WEIGHT = kips WEIGHT = kips Difference = kips 100
101 Design Similar example based on C b = 1.0 and LL 10 Code and deflection design with C b = 1.0 and increase the live load by a factor of 10. Area loads are distributed using two way option instead of one way Also change the 2 bays in the Z direction from 30 ft to 15 ft. ASD LRFD WEIGHT = kips WEIGHT = kips Difference = kips 101
102 Stiffness Analysis versus Nonlinear Analysis Stiffness Analysis Load Combinations or Form Loads can be used. Nonlinear Analysis Form Loads must be used. Load Combinations are not valid. Nonlinear Analysis Specify type of Nonlinearity. Nonlinear Analysis Specify Maximum Number of Cycles. Nonlinear Analysis Specify Convergence Tolerance. 102
103 Nonlinear Analysis Commands NONLINEAR EFFECT TENSION ONLY COMPRESSION ONLY GEOMETRY AXIAL MAXIMUM NUMBER OF CYCLES CONVERGENCE TOLERANCE NONLINEAR ANALYSIS 103
104 Design using Nonlinear Analysis Input File # 1 1. Geometry, Material Type, Properties, 2. Loading SW, LL, and WL 3. FORM LOAD A FROM SW FORM LOAD B FROM SW 1.2 LL FORM LOAD C FROM SW 1.2 WL 1.6 LL FORM LOAD D FROM SW 0.9 WL DEFINE PHYSICAL MEMBERS 8. PARAMETERS 9. MEMBER CONSTRAINTS 10. LOAD LIST A B C D $ Activate only the FORM loads 11. STIFFNESS ANALYSIS 12. SAVE 104
105 Design using Nonlinear Analysis Input File # 2 1. RESTORE 2. LOAD LIST A B C D 3. SELECT MEMBERS 4. SMOOTH PHYSICAL MEMBERS 5. DELETE LOADINGS A B C D 6. SELF WEIGHT LOADING RECOMPUTE 7. FORM LOAD A FROM SW FORM LOAD B FROM SW 1.2 LL FORM LOAD C FROM SW 1.2 WL 1.6 LL FORM LOAD D FROM SW 0.9 WL LOAD LIST A B C D 12. STIFFNESS ANALYSIS 13. CHECK MEMBERS 14. STEEL TAKE OFF 15. SAVE 105
106 Design using Nonlinear Analysis Input File # 3 1. RESTORE 2. LOAD LIST A B C D 3. SELECT MEMBERS 4. SMOOTH PHYSICAL MEMBERS 5. DELETE LOADINGS A B C D 6. SELF WEIGHT LOADING RECOMPUTE 7. FORM LOAD A FROM SW FORM LOAD B FROM SW 1.2 LL FORM LOAD C FROM SW 1.2 WL 1.6 LL FORM LOAD D FROM SW 0.9 WL
107 Design using Nonlinear Analysis Input File # 3 (continue) 1. NONLINEAR EFFECT 2. GEOMETRY ALL MEMBERS 3. MAXIMUM NUMBER OF CYCLES 4. CONVERGENCE TOLERANCE DISPLACEMENT 5. LOAD LIST A B C D 6. NONLINEAR ANALYSIS 7. CHECK MEMBERS 8. STEEL TAKE OFF 9. SAVE 107
Karbala University College of Engineering Department of Civil Eng. Lecturer: Dr. Jawad T. Abodi
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