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Job No. Building No. REACTOR Rev.No. 01

Project I.D. GREEN EGYPT Date: 9/2011

Description XIS 2-LEVEL 5 Designed By: TAMER

R 0.782 Checked By: dr.mohamd

DESIGN OF STEEL RAFTER

APPLIED FORCES

Mx 1100.0(t.cm) My 0 (t.cm)

N -5.000 (ton) Side sway permited yes

Qy 8.08 (ton)

0

SECTION DIMENSION (in cm)

bft 20 st 37 wind no

bfb 20

tsu 0.8 Cb 1.750 FY 2.4

tsb 0.8T used in stiffness calculation 42.0Bw 0.6 Cmx 0.85

K 0 Always enter K=0

T 62

MEMBER LENGTH 600.0 Cmy 0.85

SECTION PROPERTIES

Yb 31 (cm)

Ix 40982.67 (cm4) area 68.24 (cm2)

Ix For Stiffness 22502.19 (cm4)

Iy 1067.75 (cm4)

Iy For Stiffness 1067.39 (cm4)

ix 20 (cm2) iy 4.36 (cm2)

Zy 106.78 (cm3)

AF 16 (cm2) d 60.4 (cm)

RT 4.92 (cm)

ALLOWABLE STRESSES IN COMPRESSION

Lu 300

3.6.5.2

Lu/RT 60.963

Fltb1 800.Af/(Lu.T).Cb 1.21 (t/cm2)

Fltb2 0.58FY 1.39 (t/cm2)

3.6.5.2-(I)

Fltb2 1.432 (t/cm2)

3.6.5.2-(II)

Fltb2 12000/(Lu/RT)2.Cb 5.650 (t/cm2)

3.6.5.2-(III)

Fltb 1.392 (t/cm2)

Province.No.

(0.60-(Lu/RT)2.Fy/(1.176X10^5.Cb))Fy

(Fltb12 + Fltb22)0.5

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R 0.782 Checked By: dr.mohamd

CHECK ON STABILITY OF WEB 3.7.4

-0.884 0.737

0.545 -0.834

dw/tw for Compact web 74.119 dw/tw for Non-compact web 105.20

Non - Compact web

16/(((1+)2+0.112(1)2)0.5+(1+)) 19.959

0.793

1.000

be 32.93 cm bc 32.93 cm

be1 13.17 cm bt 27.470 cm

be2 19.76 cm em 0.0000 cm

ybot 31.000 cm buckled part 0.0 cm

Area buckled 0.00 cm2

A gross 68.24 cm2

I gross 40982.67 cm4

A effective 68.240 cm2

I effective 40982.67 cm4

S effective top 1322.02 cm3

S effective bottom 1322.02 cm3

CHECK ON STABILITY OF FLANGE

a) for Stffinned flanges

Compact flange

b) For Unstffinned flanges ( assuming that the outstanding part of flange is totally in compression)

Non-Compact flange Comp. Flange (top Flange) In case Bot Flange in Comp.

0.43 0.43

0.65 0.65103

1 1

be 20.00 cm 20.00

FLANGE BUCKED AREA 0.00 cm2 0.000

Yb 31.00 cm

EM 0.000 cm

A gross 68.24 cm2

I gross 40982.67 cm4

A effective 68.24 cm2

I effective 40982.67 cm4

S effective top 1322.022 cm3

S effective bottom 1322.022 cm4

CHECK ON STRESSES

Fca (actual compressive stress due to axial load)

Fca =N/A -0.073 (t/cm2)

top bot

K

p b/t/44 * (fy/K)^0.5

(p-0.15-0.05) / p^2

K

p b/t/44 * (fy/K)^0.5

(p-0.15-0.05) / p^2

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R 0.782 Checked By: dr.mohamdGu 2 Kx 2.11

Lx 1263.57 (cm) Ly 600(cm)

63.17 137.71

Fc 7500/ly^2 0.4 (t/cm2)

Fbx (the bending stresses based on moments about the X-axis)

Fbx-top=Mx/Zx -0.832 (t/cm2)

Fbx-bot=Mx/Zx 0.832 (t/cm2)

Fby (the bending stresses based on moments about the Y-axis)

Fby-top=My/Zy 0.000 (t/cm2)

Fby-bot=My/Zy 0.000 (t/cm2)

Fbcx (the allowable bending stresses about the X-axis)

A1 0.89 1 3.6.9.1

Fbcx 1.392 (t/cm2)

Fbcy (the allowable bending stresses about the Y-axis)

A2 1.04 1.04 3.6.9.1

Fbcy 1.39 (t/cm2)

check on stresses top Fibers(compression)

yeild equation Fca/(0.58.fy)+Fbx/Fbcx+Fby/Fbcy 0.650 3.6.9.1

stability equation Fca/fc+(Fbx/Fbcx).A1+(Fby/Fbcy).A2 0.782 3.6.9.1

check on stresses bot Fibers(tension)

yeild equation Fca/(0.58.fy)+Fbx/Fbcx+Fby/Fbcy 0.545

stability equation Fca/fc+(Fbx/Fbcx).A1+(Fby/Fbcy).A2 0.413

check on shear stresses

q(allowable) 0.64

f(combined allowable) 1.39

q 0.22 Safe 0.349

f(combined) 0.9643Safe 0.693

weld size bet. Web& flange 0.07

x=Lx/ix y=Ly/iy

Cmx/(1-fca/7500/(x2)) IF A1< 1 ,take A1 =

Cmy/(1-fca/7500/(y2)) IF A2< 1 ,take A2 =

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SECTION PROPERTIES SUMMARY

150x150+6x6+web200x6

Cb 1

Lu 100 Lu 150

Lx 100 Lx 100Ly 100 Ly 100

lbx 11.4 lbx 11.4

Lby 29.8 Lby 29.8

Moment N.Comp Stress Ratio Moment N.Comp Stress Rat

200 -1 0.68 200 -1 0.68

200 -3 0.73 200 -3 0.73

250 -1 0.85 250 -1 0.85

250 -3 0.9 250 -3 0.9

Lu 100 Lu 150

Lx 150 Lx 150

Ly 150 Ly 150

lbx 17.1 lbx 17.1

Lby 44.7 Lby 44.7

Moment N.Comp tress Ratio Moment N.Comp tress Ratio

200 -1 0.69 200 -1 0.69

200 -3 0.74 200 -3 0.74

250 -1 0.85 250 -1 0.85

250 -3 0.9 250 -3 0.9

Lu 100 Lu 150

Lx 200 Lx 200

Ly 200 Ly 200

lbx 22.8 lbx 22.8

Lby 59.6 Lby 59.6


150 -4 0.61 150 -4 0.61

200 -1 0.69 200 -1 0.69

200 -3 0.75 200 -3 0.75250 -1 0.85 250 -1 0.85

250 -3 0.91 250 -3 0.91

Lu 100 Lu 150

Lx 250 Lx 250

Ly 250 Ly 250

lbx 28.5 lbx 28.5

Lby 74.5 Lby 74.5

Moment N.Comp tress Ratio Moment N.Comp tress Ratio150 -4 0.62 150 -4 0.62

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200 -1 0.69 200 -1 0.69

200 -3 0.76 200 -3 0.76

250 -1 0.86 250 -1 0.86

250 -3 0.92 250 -3 0.92

Lu 100 Lu 150

Lx 300 Lx 300

Ly 300 Ly 300

lbx 34.2 lbx 34.2

Lby 89.4 Lby 89.4


150 -3 0.61 150 -3 0.61

200 -1 0.7 200 -1 0.7

200 -3 0.77 200 -3 0.77

250 -1 0.86 250 -1 0.86

250 -3 0.94 250 -3 0.94

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Lu 200 Lu

Lx 100 LxLy 100 Ly

lbx 11.4 lbx

Lby 29.8 Lby

io Moment N.Comp Stress Ratio Moment

200 -1 0.68 150

200 -3 0.73 200

250 -1 0.85 200

250 -3 0.9 250

250

Lu 200

Lx 150 Lu

Ly 150 Lx

lbx 17.1 Ly

Lby 44.7 lbx

Lby

Moment N.Comp tress Ratio

200 -1 0.69 Moment

200 -3 0.74 150

250 -1 0.85 200

250 -3 0.9 200

250250

Lu 200

Lx 200

Ly 200 Lu

lbx 22.8 Lx

Lby 59.6 Ly

lbx

Moment N.Comp tress Ratio Lby

150 -4 0.61

200 -1 0.69 Moment

200 -3 0.75 150250 -1 0.85 200

250 -3 0.91 200

250

250

Lu 200

Lx 250

Ly 250 Lu

lbx 28.5 Lx

Lby 74.5 Ly

lbx

Moment N.Comp tress Ratio Lby150 -4 0.62

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200 -1 0.69 Moment

200 -3 0.76 150

250 -1 0.86 200

250 -3 0.92 200

250

250

Lu 200

Lx 300

Ly 300 Lu

lbx 34.2 Lx

Lby 89.4 Ly

lbx

Moment N.Comp tress Ratio Lby

150 -3 0.61

200 -1 0.7 Moment

200 -3 0.77 150

250 -1 0.86 200

250 -3 0.94 200250

250

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250 Lu 300

100 Lx 100100 Ly 100

11.4 lbx 11.4

29.8 Lby 29.8

N.Comp Stress Ratio Moment N.Comp Stress Ratio

-4 0.61 150 -2 0.6

-1 0.7 200 -1 0.76

-3 0.75 200 -3 0.81

-1 0.87 250 -1 0.94

-3 0.92 250 -3 0.99

250 Lu 300

150 Lx 150

150 Ly 150

17.1 lbx 17.1

44.7 Lby 44.7

N.Comp tress Ratio Moment N.Comp tress Ratio

-4 0.61 150 -2 0.6

-1 0.7 150 -4 0.66

-3 0.75 200 -1 0.76

-1 0.87 200 -3 0.81-3 0.92 250 -1 0.94

250 -3 1

250

200 Lu 300

200 Lx 200

22.8 Ly 200

59.6 lbx 22.8

Lby 59.6

N.Comp tress Ratio

-4 0.62 Moment N.Comp tress Ratio-1 0.7 150 -2 0.61

-3 0.76 150 -4 0.67

-1 0.87 200 -1 0.76

-3 0.93 200 -3 0.82

250 -1 0.95

250

250 Lu 300

250 Lx 250

28.5 Ly 250

74.5 lbx 28.5Lby 74.5

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N.Comp tress Ratio

-3 0.6 Moment N.Comp tress Ratio

-1 0.71 150 -2 0.62

-3 0.77 150 -4 0.68

-1 0.88 200 -1 0.77

-3 0.94 200 -3 0.83

250 -1 0.95

250

300 Lu 300

300 Lx 300

34.2 Ly 300

89.4 lbx 34.2

Lby 89.4

N.Comp tress Ratio

-3 0.62 Moment N.Comp tress Ratio

-1 0.71 150 -2 0.63

-3 0.79 150 -4 0.7-1 0.88 200 -1 0.77

-3 0.96 200 -3 0.85

250 -1 0.96

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