jack beam
TRANSCRIPT
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Steel Design
Using the Egyptian Code of Practice 2000
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* Design of Built-up Beams
* Title:
Steel Fy = 3.60 ton/cm2
Allowable Ft = 1.40 ton/cm2
Moment Mx = 7.5 mt
Moment My = 0 mt
Section Dims:
Flange Width = 160 mm Thick = 10 mm
Web Depth = 280 mm Thick = 8 mm
Beam Depth = 300 mm
Section Properties:
Area (cm2) = Weight = 42.7 kg/m
Ix (cm4) = Iy (cm
4) =
Lu (m) = 0 Cb = 1 rT (cm) = 3.82Lu max (m) = 2.04
Stresses:
Fbcx = 1.40 t/cm2
Fbcy = 1.40 t/cm2
Fx = 1.37 t/cm2
Fy = 0.00 t/cm2
Interaction Ratio = 0.98 Safe
54.40
8194.13 683.86
Jack Beam
Thick
Flange Width
WebDepth
Thick
My
Mx
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* Check of Width-Thickness ratio in Beams
* Title:
Steel Fy = 3.60 t/cm2
Width Thick Depth Thick b/t Safety b/t Safety
B1 150 14.2 400 9.2 4.96 Safe 43.5 Safe
B2 100 6 318 10 7.50 Safe 31.8 Safe
B3 100 6 318 10 7.50 Safe 31.8 Safe
B4 100 6 318 10 7.50 Safe 31.8 Safe
B5 100 6 318 10 7.50 Safe 31.8 Safe
B6 100 6 318 10 7.50 Safe 31.8 Safe
B7 100 6 318 10 7.50 Safe 31.8 Safe
B8 100 6 318 10 7.50 Safe 31.8 Safe
B9 100 6 318 10 7.50 Safe 31.8 Safe
B10 100 6 318 10 7.50 Safe 31.8 Safe
B11 100 6 318 10 7.50 Safe 31.8 Safe
B12 100 6 318 10 7.50 Safe 31.8 Safe
B13 100 6 318 10 7.50 Safe 31.8 Safe
B14 100 6 318 10 7.50 Safe 31.8 Safe
B15 100 6 318 10 7.50 Safe 31.8 Safe
B16 100 6 318 10 7.50 Safe 31.8 Safe
B17 100 6 318 10 7.50 Safe 31.8 Safe
B18 100 6 318 10 7.50 Safe 31.8 Safe
B19 100 6 318 10 7.50 Safe 31.8 Safe
B20 100 6 318 10 7.50 Safe 31.8 Safe
B21 100 6 318 10 7.50 Safe 31.8 Safe
B22 100 6 318 10 7.50 Safe 31.8 Safe
B23 100 6 318 10 7.50 Safe 31.8 Safe
B24 100 6 318 10 7.50 Safe 31.8 SafeB25 100 6 318 10 7.50 Safe 31.8 Safe
B26 100 6 318 10 7.50 Safe 31.8 Safe
B27 100 6 318 10 7.50 Safe 31.8 Safe
B28 100 6 318 10 7.50 Safe 31.8 Safe
B29 100 6 318 10 7.50 Safe 31.8 Safe
B30 100 6 318 10 7.50 Safe 31.8 Safe
Limits = 13 100
BeamFlange (mm) Web (mm) Flange Web
Thick
Flange Width
WebDepth
Thick
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* Design of Rolled Sec. Beams
* Title:
Steel Fy = 2.40 ton/cm2
Allowable Ft = 1.40 ton/cm2
Moment Mx = 7 mt
Moment My = 0 mt
Required Section:
Zx = 500 cm Choose I.P.E 400
Choosen Section Properties:
Flange Width = 150 mm Thick = 10.7 mm
Web Depth = 278.6 mm Thick = 7.1 mm
Zx = 557 cm3 Zy = 604.0 cm
3
Lu (m) = 0 Cb = 0.5 rT (cm) = 3.65
Lu max (m) = 1.54
Stresses:
Fbcx = 1.40 t/cm2
Fbcy = 1.40 t/cm2
Fx = 1.26 t/cm2
Fy = 0.00 t/cm2
Interaction Ratio = 0.90 Safe
Thick
Flange Width
WebDepth
Thick
My
Mx
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* Design of Built-up Columns
* Title:
Steel Fy = 2.40 ton/cm2
Allowable Fc = 1.30 ton/cm2
Allowable Ft = 1.40 ton/cm2
Normal N = 7 t
Moment Mx = mt Lbx = 8 m l x = 92.2Moment My = 0 mt Lby = 8 m l y = 202
Section Dims:
Flange Width = 160 mm Thick = 8 mm
Web Depth = 184 mm Thick = 5 mm
Column Depth = 200 mm
Section Properties:
Area (cm2) = Weight = 27.32 kg/m
Ix (cm4) = Iy (cm
4) =
Lu (m) = 6 Cb = 1 rT (cm) = 4.15
Lu max (m) = 3.72 Cmx = 0.85 Cmy = 0.85
Stresses:
Fbcx = 0.87 t/cm2
Fbcy = 1.40 t/cm2
Fx = 0.00 t/cm2
Fy = 0.00 t/cm2
Fc = 1.30 t/cm2
Fca = 0.20 t/cm
2
Interaction Ratio = 0.15 Safe
sec 1
34.80
2620.22 546.33
Mx
Web Depth
FlangeWidth
My
Thick
ThickN+
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* Check of Width-Thickness ratio in Columns
* Title:
Steel Fy = 3.60 t/cm2
Width Thick Depth Thick b/t Safety b/t Safety
B1 120 5 100 5 11.50 Safe 20.0 Safe
B2 100 6 318 10 7.50 Safe 31.8 Safe
B3 100 6 318 10 7.50 Safe 31.8 Safe
B4 100 6 318 10 7.50 Safe 31.8 Safe
B5 100 6 318 10 7.50 Safe 31.8 Safe
B6 100 6 318 10 7.50 Safe 31.8 Safe
B7 100 6 318 10 7.50 Safe 31.8 Safe
B8 100 6 318 10 7.50 Safe 31.8 Safe
B9 100 6 318 10 7.50 Safe 31.8 Safe
B10 100 6 318 10 7.50 Safe 31.8 Safe
B11 100 6 318 10 7.50 Safe 31.8 Safe
B12 100 6 318 10 7.50 Safe 31.8 SafeB13 100 6 318 10 7.50 Safe 31.8 Safe
B14 100 6 318 10 7.50 Safe 31.8 Safe
B15 100 6 318 10 7.50 Safe 31.8 Safe
B16 100 6 318 10 7.50 Safe 31.8 Safe
B17 100 6 318 10 7.50 Safe 31.8 Safe
B18 100 6 318 10 7.50 Safe 31.8 Safe
B19 100 6 318 10 7.50 Safe 31.8 Safe
B20 100 6 318 10 7.50 Safe 31.8 Safe
B21 100 6 318 10 7.50 Safe 31.8 Safe
B22 100 6 318 10 7.50 Safe 31.8 Safe
B23 100 6 318 10 7.50 Safe 31.8 Safe
B24 100 6 318 10 7.50 Safe 31.8 Safe
B25 100 6 318 10 7.50 Safe 31.8 SafeB26 100 6 318 10 7.50 Safe 31.8 Safe
B27 100 6 318 10 7.50 Safe 31.8 Safe
B28 100 6 318 10 7.50 Safe 31.8 Safe
B29 100 6 318 10 7.50 Safe 31.8 Safe
B30 100 6 318 10 7.50 Safe 31.8 Safe
Limits = 13 36
WebBeam Web (mm)Flange (mm) Flange
Web Depth
FlangeWidth
Thick
Thick
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* Design of Built-up Columns
* Title:
Steel Fy = 2.40 ton/cm2
Allowable Fc = 1.30 ton/cm2
Allowable Ft = 1.40 ton/cm2
Normal N = 9 t
Moment Mx = 0 mt Lbx = 3 m l x = 14.7Moment My = 0 mt Lby = 3 m l y = 69.8
Choosen Section:
IPE 500
Section Properties:
Flange Width = 200 mm Thick = 16 mm
Web Depth = 468 mm Thick = 10.2 mm
Area = 116.0 cm2
Zx = 1930 cm3 Zy = 214.0 cm
3
Lu (m) = 0 Cb = 1 rT (cm) = 4.72
Lu max (m) = 3.66 Cmx = 0.85 Cmy = 0.85
Stresses:
Fbcx = 1.40 t/cm2
Fbcy = 1.40 t/cm2
Fx = 0.00 t/cm2
Fy = 0.00 t/cm2
Fc = 1.30 t/cm2
Fca = 0.08 t/cm2
Interaction Ratio = 0.06 Safe
Mx
Web Depth
FlangeWidth
My
Thick
ThickN+
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* Deflection of Simple Beams
* Title:
Steel Es = 2100 t/cm2
Eq. Load Weq Span I D act D all(t/m) (m) Width Thick Depth Thick (cm
4) (cm) (cm)
B1 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B2 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B3 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B4 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B5 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B6 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B7 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B8 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B9 0.25 8 150 6 330 6 6877.7 0.92 2.667 SafeB10 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B11 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B12 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B13 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B14 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B15 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B16 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B17 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B18 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B19 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B20 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B21 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B22 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B23 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B24 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B25 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B26 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B27 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
B28 0.25 8 150 6 330 6 6877.7 0.92 2.667 Safe
D all = Span / 300
BeamFlange (mm) Web (mm)
Notes
Span
Weq
Flange Width
WebDepth
Thick
Thick
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* Deflection of Cantilever Beams
* Title:
Steel Es = 2100 t/cm2
Eq. Load Weq Span I D act D all(t/m) (m) Width Thick Depth Thick (cm
4) (cm) (cm)
B1 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B2 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B3 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B4 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B5 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B6 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B7 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B8 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B9 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B10 0.25 4 150 6 330 6 6877.7 0.55 1.333 SafeB11 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B12 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B13 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B14 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B15 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B16 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B17 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B18 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B19 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B20 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B21 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B22 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B23 0.25 4 150 6 330 66877.7 0.55 1.333
SafeB24 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B25 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B26 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B27 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B28 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B29 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
B30 0.25 4 150 6 330 6 6877.7 0.55 1.333 Safe
D all = Span / 300
BeamFlange (mm) Web (mm)
Notes
Span
Weq
Flange Width
WebDepth
Thick
Thick