ECPISD V(r4.3)-C2
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Transcript of ECPISD V(r4.3)-C2
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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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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
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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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.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
Moment N.Comp tress Ratio Moment N.Comp tress Ratio
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
Moment N.Comp tress Ratio Moment N.Comp tress Ratio
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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