General Comparison Between AISC LRFD and ASD

General Comparison between AISC LRFD and ASD Hamid Zand GT STRUDL Users Group Las Vegas, Nevada June 22-25, 2005

1

AISC ASD and LRFD • AISC = American Institute of Steel Construction • ASD

= Allowable Stress Design AISC Ninth Edition

• LRFD = Load and Resistance Factor Design AISC Third Edition 2

AISC Steel Design Manuals • • • •

1963 AISC ASD 6th Edition 1969 AISC ASD 7th Edition 1978 AISC ASD 8th Edition 1989 AISC ASD 9th Edition

• 1986 AISC LRFD 1st Edition • 1993 AISC LRFD 2nd Edition • 1999 AISC LRFD 3rd Edition 3

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 • Cb computation 4

ASD Load Combinations • 1.0D + 1.0L • 0.75D + 0.75L + 0.75W • 0.75D + 0.75L + 0.75E

D L W E

= = = =

dead load live load wind load earthquake load 5

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 1. 1.0D + 1.0L 2. 1.0D + 1.0L + 1.0W 3. 1.0D + 1.0L + 1.0E •

PARAMETER $ ALSTRINC based on the % increase • ALSTRINC 33.333 LOADINGS 2 3 6

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

= = = =


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

= = = =


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 9

ASTM Steel Grade • Comparison is between Table 1 of the AISC ASD 9th Edition on Page 1-7 versus Table 2-1 of the AISC LRFD 3rd 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 (Fy = 50, Fu = 65) is new in LRFD (new standard) • A847 is new in LRFD 10

Slenderness Ratio • Compression KL/r ≤ 200

• Tension L/r ≤ 300

11

Tension Members • Check L/r ratio • Check Tensile Strength based on the crosssection’s Gross Area • Check Tensile Strength based on the crosssection’s Net Area

12

Tension Members ASD ft = FX/Ag ≤ Ft ft = FX/Ae ≤ Ft

Gross Area Net Area

LRFD Pu = FX ≤ ϕt Pn = ϕt Ag Fy Pu = FX ≤ ϕt Pn = ϕt Ae Fu

ϕt = 0.9 for Gross Area ϕt = 0.75 for Net Area 13

Tension Members ASD Gross Area Net Area LRFD Gross Area Net Area

(ASD Section D1)

Ft = 0.6Fy Ft = 0.5Fu (LRFD Section D1)

ϕt Pn = ϕt Fy Ag ϕt Pn = ϕt Fu Ae

ϕt = 0.9 ϕt = 0.75 14

Compare ASD to LRFD ASD LRFD

1.0D + 1.0L 1.2D + 1.6L

0.6Fy (ASD) × (1.5) = 0.9Fy (LRFD)

0.5Fu (ASD) × (1.5) = 0.75Fu (LRFD) ASD × (1.5) = LRFD 15

Tension Members FIXED JOINT

Y Z

X

o -400.

16

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 17

Tension Members ASD W18x46

Actual/Allowable Ratio = 0.989

LRFD W10x49

Actual/Limiting Ratio = 0.989 18

Tension Members ASD W18x46 FX = 400.688 kips

Area = 13.5 in.2 Ratio = 0.989

LRFD W10x49 FX = 640.881 kips

Area = 14.4 in.2 Ratio = 0.989

19

Tension Members Load Factor difference between LRFD and ASD 640.881 / 400.688 = 1.599 Equation Factor difference between LRFD and ASD LRFD = (1.5) × ASD Estimate required cross-sectional area for LRFD 640.881 10 . 0.989 Area for LRFD  135 .     14.395 400.688 15 . 0.989

LRFD

W10x49

Area = 14.4 in.2 20

Tension Members Code Check based on the ASD9 and using W10x49

FX = 400.734 kips

Ratio = 0.928

Load Factor difference between LRFD and ASD 640.881 / 400.734 = 1.599 640.881 10 . LRFD Ratio computed from ASD  0.928    0.989 400.734 15 .

LRFD

W10x49

Ratio = 0.989

21

Tension Members ASD Example # 1 Live Load = 400 kips W18x46


LRFD Example # 1 Live Load = 400 kips W10x49 Actual/Limiting Ratio = 0.989 Example # 2 Dead Load = 200 kips Live Load = 200 kips W14x43 Actual/Limiting Ratio = 0.989 Code check W14x43 based on the ASD9 W14x43 Actual/Allowable Ratio = 1.06 22

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 Qs and Qa based on the b/t and h/tw ratios • Based on the KL/r ratio, compute allowable stress in ASD or limiting force in LRFD 23

Compression Members ASD fa = FX/Ag ≤ Fa LRFD Pu = FX ≤ ϕc Pn = ϕc Ag Fcr

Where ϕc = 0.85 24

Limiting Width-Thickness Ratios for Compression Elements ASD b/t = 95 / Fy

h/tw = 253 / Fy

LRFD b/t = 0.56 E / Fy

. E / Fy h/tw = 149

25

Limiting Width-Thickness Ratios for Compression Elements Assume E = 29000 ksi

ASD b/t = 95 / Fy

h/tw = 253 / Fy

LRFD b/t = 95.36 / Fy

h/tw = 253.74 / Fy 26

Compression Members ASD

KL/r ≤ C′c

(ASD E2-1 or A-B5-11)

  KL / r  2   Fy Q 1  2  2Cc  Fa  3 5 3 KL / r   KL / r    3 3 8Cc 8Cc

LRFD

 c Q  15 .



Fcr  Q 0.658

Where

Cc 

2 2 E QFy

(LRFD A-E3-2) Q c 2

F

y

Where

KL c  r

Fy E 27


KL/r > C′c

Fa 

LRFD c

(ASD E2-2)

12 2 E 23 KL / r 

2

Where

Q  15 .  0.877  Fcr   2  Fy  c 

Cc 

2 2 E QFy

(LRFD A-E3-3)

Where

KL c  r

Fy E

28

Compression Members LRFD  0.877  Fcr   2  Fy  c     0.877 Fcr      KL Fy   r E 

Fcr 

 KL / r 

Fy E

    Fy 2        

0.877 2 E 2

Where

KL c  r

Fcr 

20171 . 2E 23 KL / r 

2

29

Compression Members ASD Fa 

LRFD

12 2 E 23 KL / r 

2

Fcr 

20171 . 2E 23 KL / r 

2

Fcr / Fa = 1.681 LRFD Fcr = ASD Fa × 1.681 30


 K y LY K z Lz  KL   KL / r   , ,   rz  r  e   ry E  KL  Where      r e Fe

(ASD C-E2-2)

LRFD λc = Maximum of ( λcy , λcz , λe ) 31

Compression Members LRFD Where:

 cy 

K y Ly

Fy

ry 

E

K z Lz  cz  rz 

e 

Fy E

Fy Fe 32

Compression Members Flexural-Torsional Buckling   2 EC  10 . w   Fe   GJ 2   K x Lx   I y  I z

33

Qs Computation ASD When 95 / Fy / k c  b / t  195 / Fy / k c Qs  1293 .  0.00309(b / t ) Fy / k c kc 

LRFD

4.05

h / t 

0.46

if h / t  70, otherwise k c  10 .

When 056 . E / Fy  b / t  103 . E / Fy Qs  1415 .  0.74(b / t ) Fy / E 34

Qs Computation Assume E = 29000 ksi

ASD When 95 / Fy / k c  b / t  195 / Fy / k c

Qs  1293 .  0.00309(b / t ) Fy / k c

LRFD

When 9536 . / Fy  b / t  1754 . / Fy Qs  1415 .  0.004345(b / t ) Fy 35

Qs Computation ASD When b / t  195 / Fy / k c



Qs  26200k c / Fy b / t 

2



LRFD When b / t  103 . E / Fy



Qs  0.69 E / Fy b / t 

2

 36

Qs Computation Assume E = 29000 ksi

ASD

When b / t  195 / Fy / k c



Qs  26200k c / Fy b / t 

LRFD

2



When b / t  1754 . / Fy



Qs  20010 / Fy b / t 

2

 37

Qa Computation ASD 253t  44.3  be  1    b f  (b / t ) f 

LRFD

E 0.34 be  191 . t 1   f  (b / t )

Assume E  29000 ksi,

E   b f 

325.26t  57.9  be  1   f  (b / t ) f  38

Compression Members o -100.

Y Z

X

FIXED JOINT 39

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 40

Compression Members ASD W10x49


LRFD W10x54


Compression Members ASD W10x49 FX = 100.734 kips

Area = 14.4 in.2 Ratio = 0.941

LRFD W10x54 FX = 160.967 kips

Area = 15.8 in.2 Ratio = 0.944 42

Compression Members Load Factor difference between LRFD and ASD 160.967 / 100.734 = 1.598 Equation Factor difference between LRFD and ASD LRFD Fcr = (1.681) × ASD Fa Estimate required cross-sectional area for LRFD 160.967 10 . 10 . 0.941 Area for LRFD  14.4      16.05 100.734 1681 . 0.85 0.944

LRFD

W10x54

Area = 15.8 inch 43

Compression Members Code Check based on the ASD9 and use W10x54

FX = 100.806 kips

Ratio = 0.845

Load Factor difference between LRFD and ASD 160.967 / 100.806 = 1.597 LRFD Ratio computed from ASD  0.845 

LRFD

W10x54

160.967 10 . 10 .    0.944 100.806 1681 . 0.85

Ratio = 0.944

44

Compression Members ASD Example # 1 Live Load = 100 kips W10x49 Actual/Allowable Ratio = 0.941 LRFD Example # 1 Live Load = 100 kips W10x54 Actual/Limiting Ratio = 0.944 Example # 2 Dead Load = 50 kips Live Load = 50 kips W10x49 Actual/Limiting Ratio = 0.921 Code check W10x49 based on the ASD9 W10x49 Actual/Allowable Ratio = 0.941 45

Flexural Members • Based on the b/t and h/tw ratios determine the compactness of the cross-section • Classify flexural members as Compact, Noncompact, or Slender • When noncompact section in ASD, allowable stress Fb is computed based on the l/rt ratio. l is the laterally unbraced length of the compression flange. Also, Cb 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 Lb and Cb. Lb is the laterally unbraced length of the compression flange 46

Flexural Members ASD fb = MZ/SZ ≤ Fb LRFD Mu = MZ ≤ ϕb Mn

Where ϕb = 0.9 47

Limiting Width-Thickness Ratios for Compression Elements ASD b / t  65 / Fy

d / t w  640 / Fy

LRFD b / t  0.38 E / Fy

h / t w  3.76 E / Fy

Assume E = 29000 ksi

b / t  64.7 / Fy

h / t w  640.3 / Fy 48

Flexural Members Compact Section ASD

(ASD F1-1)

Fb = 0.66Fy LRFD

(LRFD A-F1-1)

ϕb Mn = ϕb Mp = ϕb Fy ZZ ≤ 1.5Fy SZ Where ϕb = 0.9 49

-15.00

Flexural Members Compact Section

o

FIXED JOINT Y Z

X

-15.00

Braced at 1/3 Points o FIXED JOINT

50

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 51

Flexural Members Compact Section ASD W18x40


LRFD W18x40


Flexural Members Compact Section ASD W18x40 MZ = 2165.777 inch-kips

Sz = 68.4 in.3 Ratio = 0.959

LRFD W18x40 MZ = 3462.933 inch-kips

Zz = 78.4 in.3 Ratio = 0.982 53

Flexural Members Compact Section Load Factor difference between LRFD and ASD 3462.933 / 2165.777 = 1.5989 Equation Factor difference between LRFD and ASD LRFD = (0.66Sz)(1.5989) / (0.9Zz) × ASD Zz for LRFD  68.4  3462.933  0.66  0.959  78.3 2165.777

LRFD

W18x40

0.9

0.982

Zz = 78.4 in.3 54

Flexural Members Compact Section Code Check based on the ASD9, Profile W18x40

MZ = 2165.777 inch-kips

Ratio = 0.959

Load Factor difference between LRFD and ASD 3462.933 / 2165.777 = 1.5989 LRFD Ratio computed from ASD  0.959 

LRFD

W18x40

3462.933 0.66 68.4    0.981 2165.777 0.9 78.4

Ratio = 0.982 55

Flexural Members Compact Section ASD Example # 1 Live Load = 15 kips/ft W18x40 Actual/Allowable Ratio = 0.959 LRFD Example # 1 Live Load = 15 kips/ft W18x40 Actual/Limiting Ratio = 0.982 Example # 2 Dead Load = 7.5 kips/ft Live Load = 7.5 kips/ft W18x40 Actual/Limiting Ratio = 0.859 Code check W18x40 based on the ASD9 W18x40 Actual/Allowable Ratio = 0.959 56

Flexural Members Noncompact Section ASD • Based on b/t, d/tw and h/tw determine if the section is noncompact • Compute Cb • Compute Qs • Based on the l/rt ratio, compute allowable stress Fb • Laterally unbraced length of the compression flange (l) has a direct effect on the equations of the noncompact section

57

Flexural Members Noncompact Section ASD fb = MZ/SZ ≤ Fb LRFD Mu = MZ ≤ ϕb Mn

Where ϕb = 0.9 58

Limiting Width-Thickness Ratios for Compression Elements ASD 65

Fy  b t  95

d t w  640

Fy

Fy

h t w  760

Fb

LRFD 0.38 E Fy  b / t  083 . E FL 376 . E Fy  h t w  57 . E Fy 59

Limiting Width-Thickness Ratios for Compression Elements Assume E = 29000 ksi

ASD 65

Fy  b t  95

d t w  640

Fy

Fy

h t w  760

Fb

LRFD 64.7 / Fy  b / t  1413 . / FL 640.3 / Fy  h t w  970.7 / Fy 60

Flexural Members Noncompact Section ASD  bf Fb  Fy 0.79  0.002 2t f 

If

 76b f Lb  Lc  minimum  F y 

or

 Fy  



(ASD F1-3)

20000  d A f Fy 



(ASD F1-2)

ASD Equations F1-6, F1-7, and F1-8 must to be checked.

61

Flexural Members Noncompact Section ASD When

102  10 3 Cb 510  10 3 Cb l   Fy rT Fy

2 2 Fy l / rT    Fy  0.6 Fy Qs Fb    3  3 1530  10 Cb   

(ASD F1-6)

62

Flexural Members Noncompact Section ASD When

510  10 3 Cb l  rT Fy

Fb 

170  10 3 Cb

l / rT 

2

 0.6 Fy Qs

(ASD F1-7)

63

Flexural Members Noncompact Section ASD For any value of l/rT

12  10 3 Cb Fb   0.6 Fy Qs ld / A f

(ASD F1-8)

64

Flexural Members Noncompact Section LRFD 1. 2. 3.

LTB, Lateral-Torsional Buckling FLB, Flange Local Buckling WLB, Web Local Buckling

65

Flexural Members Noncompact Section LRFD –

LTB • • •

–

FLB •

–

Compute Cb Based on the Lb, compute limiting moment capacity. Lb is the lateral unbraced length of the compression flange, λ = Lb/ry Lb has a direct effect on the LTB equations for noncompact and slender sections

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/tw ratio of the web, λ = h/tw 66

Flexural Members Noncompact Section LRFD LTB For λp < λ ≤ λr

(Table A-F1.1)

    p     M p (LRFD A-F1-2) M n  Cb  M p  M p  M r    r   p    Where: Mp = Fy Zz ≤ 1.5Fy Sz Mr = FLSz FL = Smaller of (Fyf − Fr) or Fyw λ = Lb/ry





. E Fyf λp = 176 67

Flexural Members Noncompact Section LRFD

LTB

(Table A-F1.1)

Where: λr

X1 1  1  X 2 FL2 = FL

X1 =

X2

 Sz

EGJA 2

C S  = 4 w z I y  GJ 

2

68

Flexural Members Noncompact Section LRFD For

FLB

(Table A-F1.1)

λp < λ ≤ λr     p    M n   M p  M p  M r    r   p   





(LRFD A-F1-3)

Where: Mp Mr λ λp λr

= = = = =

Fy Zz ≤ 1.5Fy Sz FLSz b/t

FL = Smaller of (Fyf − Fr) or Fyw

0.38 E Fy 0.83 E FL 69

Flexural Members Noncompact Section LRFD WLB For λp < λ ≤ λr

(Table A-F1.1)

    p    M n   M p  M p  M r    r   p   





(LRFD A-F1-3)

Where: Mp = Fy Zz ≤ 1.5Fy Sz Mr = Re Fy Sz Re = 1.0

for non-hybrid girder

70

Flexural Members Noncompact Section LRFD

WLB λ

(Table A-F1.1)

= h/tw

λp = 3.76 E Fy λr

= 5.7 E Fy

71

Flexural Members Noncompact Section ASD Cb  175 .  105 .  M 1 M 2   0.3 M 1 M 2   2.3 2

M1  M 2 If M max between M 1 and M 2 , Cb  10 .

LRFD Cb 

2.5 M max

12.5 M max  3M A  4 M B  3MC

M A  absolute value of moment at quarter point M B  absolute value of moment at centerline M C  absolute value of moment at three  quarter point 72

-12.00

Flexural Members Noncompact Section

o

Pin

Y Z

X

-12.00

o Roller

73

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 74

Flexural Members Noncompact Section ASD W12x65 Cb = 1.0 Actual/Allowable Ratio = 0.988 LRFD W12x65 Cb = 1.136 Actual/Limiting Ratio = 0.971 Code check is controlled by FLB. Cb = 1.0 Actual/Limiting Ratio = 0.973 75

Flexural Members Noncompact Section ASD Example # 1 Live Load = 12 kips/ft W12x65 Actual/Allowable Ratio = 0.988 LRFD Example # 1 Live Load = 12 kips/ft W12x65 Actual/Limiting Ratio = 0.971 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 = 0.988 76

Design for Shear h / t w  380

ASD

Fy

fv = FY/Aw ≤ Fv = 0.4Fy LRFD

(ASD F4-1)

h / t w  2.45 E / Fyw

Vu = FY ≤ ϕvVn = ϕv0.6Fyw Aw

(LRFD F2-1)

Where ϕv = 0.9 77

Design for Shear Assume E = 29000 ksi ASD h / t w  380 Fy fv = FY/Aw ≤ Fv = 0.4Fy LRFD

(ASD F4-1)

h / t w  417.2 / Fyw

Vu = FY ≤ ϕvVn = ϕv0.6Fyw Aw

(LRFD F2-1)

Where ϕv = 0.9 78

Design for Shear ASD

h / t w  380

Fy

fv = FY/Ay ≤ Fv 

LRFD

Fy 2.89

Cv  

0.4 Fy

(ASD F4-2)

2.45 E / Fyw  h / t w  307 . E / Fyw  2.45 E / Fyw Vu = FY ≤ ϕvVn = ϕv 0.6Fyw Aw   h / tw 

   

(LRFD F2-2)

Where ϕv = 0.9 79

Design for Shear LRFD

307 . E / Fyw  h / t w  260

 4.52 E   Vu = FY ≤ ϕvVn = ϕv Aw  2  h / t w  

(LRFD F2-3)

Where ϕv = 0.9

80

-15.00

Design for Shear

o

FIXED JOINT Y Z

X

-15.00

Braced at 1/3 Points o FIXED JOINT

81

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 82

Design for Shear ASD W18x40 LRFD W18x40

(Check shear at the end of the member, equation “F4-1 Y”)

Actual/Allowable Ratio = 0.8 (Check shear at the end of the member, equation “A-F2-1 Y”)


Design for Shear ASD W18x40 FY = 90.241 kips

Ay = 5.638 in.2 Ratio = 0.8

LRFD W18x40 FY = 144.289 kips

Ay = 5.638 in.2 Ratio = 0.948 84

Design for Shear Code Check based on the ASD9, Profile W18x40 FY = 90.241 kips Ratio = 0.8 Load Factor difference between LRFD and ASD 144.289 / 90.241 = 1.5989 Equation Factor difference between LRFD and ASD LRFD = (0.4)(1.5989) /(0.6)(0.9) × ASD LRFD Ratio computed from ASD  0.8 

LRFD

W18x40

144.289 0.4 10 .    0.948 90.241 0.6 0.9

Ratio = 0.948 85

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 = 0.948 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 = 0.8 86

Combined Forces ASD

fa /Fa > 0.15

Cmy f by fa Cmz f bz    10 . Fa   fa  fa  1   Fby  1     Fez   Fey  

f by fa f   bz  10 . 0.6 Fy Fby Fbz

LRFD

(ASD H1-1)

(ASD H1-2)

Pu /ϕPn ≥ 0.2

Pu M uz  8  M uy   10    . Pn 9   b M ny  b M nz 

(LRFD H1-1a)

87

Combined Forces ASD

fa /Fa ≤ 0.15

f by fa f bz    10 . Fa Fby Fbz

LRFD

(ASD H1-1)

Pu /ϕPn < 0.2

 M uy Pu M uz    10    . 2Pn   b M ny  b M nz 

(LRFD H1-1a)

88

Combined Forces

Y Z

X

89

Combined Forces •

3D Simple Frame • • •

•

3 Bays in X direction 2 Bays in Z direction 2 Floors in Y direction

3 @ 15 ft 2 @ 30 ft 2 @ 15 ft

Loadings • • • • • • •

Self weight of the Steel Self weight of the Slab Other dead loads Live load on second floor Live load on roof Wind load in the X direction Wind load in the Z direction

62.5 15.0 50.0 20.0 20.0 20.0

psf psf psf psf psf psf 90

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 > < W10x33 2.1600E+03 2.0974E+04 5.9418E+00 12 > < W12x58 1.4400E+03 2.4480E+04 6.9352E+00 4 > < W12x65 1.4400E+03 2.7504E+04 7.7919E+00 4 > < W12x72 2.1600E+03 4.5576E+04 1.2912E+01 12 > < W6x9 3.2400E+03 8.6832E+03 2.4600E+00 18 > < W8x40 1.4400E+03 1.6848E+04 4.7730E+00 4 > < W8x48 1.4400E+03 2.0304E+04 5.7521E+00 4 > <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>

<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> < ACTIVE UNITS WEIGHT KIP LENGTH INCH > < > < TOTAL LENGTH, WEIGHT AND VOLUME FOR SPECIFIED MEMBERS > < > < LENGTH = 1.3320E+04 WEIGHT = 4.6566E+01 VOLUME = 1.6437E+05 > <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>

91

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 > < W10x33 3.6000E+03 3.4956E+04 9.9030E+00 16 > < W10x39 1.4400E+03 1.6560E+04 4.6914E+00 4 > < W10x49 7.2000E+02 1.0368E+04 2.9373E+00 4 > < W12x45 1.4400E+03 1.9008E+04 5.3850E+00 4 > < W6x9 3.2400E+03 8.6832E+03 2.4600E+00 18 > < W8x31 1.4400E+03 1.3147E+04 3.7246E+00 4 > < W8x40 1.4400E+03 1.6848E+04 4.7730E+00 8 > < > <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>


92

Combined Forces ASD WEIGHT = 46.566 kips

LRFD WEIGHT = 33.874 kips 93

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 > < W10x33 2.1600E+03 2.0974E+04 5.9418E+00 12 > < W12x58 1.4400E+03 2.4480E+04 6.9352E+00 4 > < W12x65 1.4400E+03 2.7504E+04 7.7919E+00 4 > < W12x72 2.1600E+03 4.5576E+04 1.2912E+01 12 > < W14x43 1.4400E+03 1.8144E+04 5.1402E+00 4 > < W14x48 1.4400E+03 2.0304E+04 5.7521E+00 4 > < W6x9 3.2400E+03 8.6832E+03 2.4600E+00 18 > <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>


94

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 > < W10x33 2.1600E+03 2.0974E+04 5.9418E+00 12 > < W10x49 1.4400E+03 2.0736E+04 5.8745E+00 8 > < W10x54 7.2000E+02 1.1376E+04 3.2228E+00 4 > < W12x40 1.4400E+03 1.6992E+04 4.8138E+00 4 > < W14x43 2.8800E+03 3.6288E+04 1.0280E+01 8 > < W14x48 1.4400E+03 2.0304E+04 5.7521E+00 4 > < W6x9 3.2400E+03 8.6832E+03 2.4600E+00 18 > <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>


95

Deflection Design ASD WEIGHT = 46.933 kips

LRFD WEIGHT = 38.345 kips 96

Compare Design without and with Deflection Design ASD Without Deflection Design With Deflection Design

WEIGHT = 46.566 kips WEIGHT = 46.933 kips

LRFD Without Deflection Design With Deflection Design


97

Design same example based on Cb = 1.0 Code and deflection design with Cb = 1.0 ASD Compute Cb Specify Cb = 1.0


LRFD Compute Cb Specify Cb = 1.0

WEIGHT = 38.345 kips WEIGHT = 48.421 kips 98

Design Similar example based on Cb = 1.0 and LL×5 • Code and deflection design with Cb = 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

WEIGHT = 25.677 kips

LRFD

WEIGHT = 22.636 kips Difference = 3.041 kips 99

Design Similar example based on Cb = 1.0 and LL×10 • Code and deflection design with Cb = 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

WEIGHT = 31.022 kips

LRFD

WEIGHT = 29.051 kips Difference = 1.971 kips 100

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. 101

Nonlinear Analysis Commands • NONLINEAR EFFECT • TENSION ONLY • COMPRESSION ONLY • GEOMETRY AXIAL

• MAXIMUM NUMBER OF CYCLES • CONVERGENCE TOLERANCE • NONLINEAR ANALYSIS 102

Design using Nonlinear Analysis Input File # 1 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12.

Geometry, Material Type, Properties, Loading ‘SW’, ‘LL’, and ‘WL’ FORM LOAD ‘A’ FROM ‘SW’ 1.4 FORM LOAD ‘B’ FROM ‘SW’ 1.2 ‘LL’ 1.6 FORM LOAD ‘C’ FROM ‘SW’ 1.2 ‘WL’ 1.6 ‘LL’ 0.5 FORM LOAD ‘D’ FROM ‘SW’ 0.9 ‘WL’ 1.6 DEFINE PHYSICAL MEMBERS PARAMETERS MEMBER CONSTRAINTS LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’ $ Activate only the FORM loads STIFFNESS ANALYSIS SAVE 103

Design using Nonlinear Analysis Input File # 2 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15.

RESTORE LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’ SELECT MEMBERS SMOOTH PHYSICAL MEMBERS DELETE LOADINGS ‘A’ ‘B’ ‘C’ ‘D’ SELF WEIGHT LOADING RECOMPUTE FORM LOAD ‘A’ FROM ‘SW’ 1.4 FORM LOAD ‘B’ FROM ‘SW’ 1.2 ‘LL’ 1.6 FORM LOAD ‘C’ FROM ‘SW’ 1.2 ‘WL’ 1.6 ‘LL’ 0.5 FORM LOAD ‘D’ FROM ‘SW’ 0.9 ‘WL’ 1.6 LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’ STIFFNESS ANALYSIS CHECK MEMBERS STEEL TAKE OFF SAVE 104

Design using Nonlinear Analysis Input File # 3 1. 2. 3. 4. 5. 6. 7. 8. 9. 10.

RESTORE LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’ SELECT MEMBERS SMOOTH PHYSICAL MEMBERS DELETE LOADINGS ‘A’ ‘B’ ‘C’ ‘D’ SELF WEIGHT LOADING RECOMPUTE FORM LOAD ‘A’ FROM ‘SW’ 1.4 FORM LOAD ‘B’ FROM ‘SW’ 1.2 ‘LL’ 1.6 FORM LOAD ‘C’ FROM ‘SW’ 1.2 ‘WL’ 1.6 ‘LL’ 0.5 FORM LOAD ‘D’ FROM ‘SW’ 0.9 ‘WL’ 1.6

105

Design using Nonlinear Analysis Input File # 3 (continue) 1. 2. 3. 4. 5. 6. 7. 8. 9.

NONLINEAR EFFECT GEOMETRY ALL MEMBERS MAXIMUM NUMBER OF CYCLES CONVERGENCE TOLERANCE DISPLACEMENT LOAD LIST ‘A’ ‘B’ ‘C’ ‘D’ NONLINEAR ANALYSIS CHECK MEMBERS STEEL TAKE OFF SAVE

106

General Comparison between AISC LRFD and ASD

Questions

107

General Comparison Between AISC LRFD and ASD

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