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AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANYKASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAM
PROJECT NO. : JI-176CSUBJECT :
APPENDIX - 7 : COLUMN SPLICES
File : document.xls UB610X229X113 & UB457X74
AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANYKASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAMPROJECT NO. : JI-176C
SUBJECT :Splicing Calculation for column
column1 (Lower level) column2 (Higher level)1.0 Column members UB 762x267x197 UB 762x267x1971.1 Design strength of structural steel py = 355 N/mm21.2 Thickness of splice plate for web considered ts = 12 mm (Shall be > tw)1.3 Thickness of splice plate for flange considered tfg = 30 mm (Shall be > tf )1.4 Diameter of bolt d = 24 mm1.5 c/c distance between bolt rows for flange and web S = 65 mm1.6 Gauge distance for column g = 90 mm1.7 Grade of the bolts = 8.81.8 Edge distance e = 40 mm1.9 Min Width of splice plate for web required bw = 325 mm 1.10 Min Width of splice plate for flange required bf = 210 mm 1.11 Tensile stess area of the bolt ae = 353 mm21.12 Shear strength of the bolt ps = 375 N/mm21.13 Bearing strength of the bolt pb = 1000 N/mm2 As per 1.14 Bearing strength of plate pbs = 550 N/mm2 BS5950-20001.15 Design strength of weld pw = 250 N/mm2
Sectional Propertiescolumn1 column2
Depth of the section h = 769.8 mm h = 769.8 mmWidth of the section b = 268 mm b = 268 mmThickness of flange tf = 25.4 mm tf = 25.4 mmThickness of web tw = 15.6 mm tw = 15.6 mmc/s sectional area A = 251 cm2 A = 251 cm2Elastic Modulus of sec. Zx = 6234 cm3 Zx = 6234 cm3Thickness of fabricated flange = 16 mm
1.16 Design Load : Moment = py x Zx = 2213 kNmShear = 60% of shear strength of section
= 1535 kN
Splice plate provided : Flange(on Top side) Width = 270 Thk = 25 Nos =Flange(under side) Width = Thk = Nos =Web Depth = 535 Thk = 16 Nos = 2
Sectional Properties of splice plate :
Overall Depth = 820Area of flange splice plate = = 13500Area of web splice plate = = 17120
Dist of neutral axis from top of top flange splice plate = 410
Moment of Inertia of flange splice plate = 2133084375 mm4Moment of Inertia of web splice plate = 365226.66667 mm4Total Moment of Inertia of splice plate = 2133449602 mm4Elastic Section Modulus = 5203535.6138 mm3
Moment capacity at the splice section = 1847 kNm , 2213 Revise plate thkMoment carried by flange = 1847Design Force / Flange =
1.16.1 Gross area of flange agf = b * tf = 6807.2 mm21.16.2 Net area of flange anf = agf - (no of bolts * d * tf )
= 6807.2 - ( 2 660.4 )= 5486.4 mm2
1.16.3 Net eff. Flange area aef = Ke * anf = 1.1 5486= 6035 mm2
*
*
File : document.xls UB610X229X113 & UB457X74
AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANYKASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAMPROJECT NO. : JI-176C
SUBJECT :Splicing Calculation for column
aef < agf , OK1.16.4 Gross area of web(excluding flange) agw = A - 2 * b*tf = 11486 mm21.16.4 Net area of Web anw = agw - (no of bolts * d * tw )
= 11485.6 - ( 3 * 24 * 15.6 ) = 10362 mm2
1.16.5 Net eff. Web area aew = Ke * anw 1.1 * 10362.411399 mm2aew < agw , OK
1.16.4 Design load / Flange Ptf = 6035.04 * 355= 2142 KN
1.16.4 Design load / Web (limited to 20% of full capacity) Ptw = 0.2 * 11398.64 * 355(Though contact surfaces are machined, still 20% = 809.3 KN of web capacity in axial load has been taken)
1.17 Design Shear ( Acting thru web ) V = 60% shear capacity of column2 = 0.6 ( 0.6 * py * h * tw)= 1535 KN
File : document.xls UB610X229X113 & UB457X74
AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANYKASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAMPROJECT NO. : JI-176C
SUBJECT :Splicing Calculation for column
2.0 Check for Flange splice plate2.1 Bolt capacity in single shear = ae * ps = 132.4 KN
( BS 5950-2000, 6.3.2.1)2.2 Bolt capacity in bearing against flange plate =
min [ (kbs x d x min(tf,tfg) x pbs) , (0.5 x kbs x e x min(tf,tfg) x pbs) ]= 279.4 KN
2.3 Bolt Value = 132.4 KN
2.4 No of bolts required in flange = = Pt / bolt Value= 2142 / 132= 16.2 Nos
No of bolts provided = 8 Nos On each side of spilceNo of rows of bolts in flange = 4 Nos On each side of spilceNo of bolts in a row 2 Nos
2.5 Gross area of flg splice plates agf = bf * tfg = 30 * 210= 6300 mm2
2.5.1 Net area of flg splice plates agn = agf - no of bolt/row * d * tfg= 6300 - 1560= 4740 mm2
2.5.2 Eff. net area of flg splice plate = agn * Ke aef = 4740 1.1= 5214 mm2
aef < agf OK
2.6 Tension capacity of Flange Splice plate = 5214 355= 1851 KN < Pt , Unsafe
3.0 Check for Web splice plate
3.1 Bolt capacity in bearing against web plate =min [ (kbs x d x min(tw,2xts) x pbs) , (0.5 x kbs x e x min(tw,2xts) x pbs) ]
= 171.6 KN3.2 Bolt Value = minimum ( Bolt capacity in double shear , Bolt capacity in bearing against web plate )
= 171.6 KN
Design Load on web : Resultant of axial load ( Ptw) and shear ( V ) will act on the bolts as shear.
So, Resultant Shear on the bolts == 1735
3.3 No of bolts required in web : = 10.1 NosNo of bolts provided in web : = 6 Nos On each side of spilce
No of bolts provided in a row = 3 NosNo of row of bolts in web = 2 Nos On each side of spilce
3.4 Shear capacity of splice plates (Vc)= 0.7 * ( c/s area of web plates on both sides - bolt holes ) * py * Ke(Refer clause 6.2.3 ) = 0.7 * ( 7800 - 1872 ) * 355 * 1.1Ke = 1.1 For S 355 = 1620 KN > Design Shear , OK
Tension capacity of web splice plates == 2315 kN
> Design Shear , OK
Combined Shear and Tension: = (Ptw/Ftw) + (V/Vc)= 1.2967
> 1.0 Not Safe
SQRT.{ ( Ptw )2 + ( V )2 }
min{(net area of web splice plste),gross area}xpy
*
*
File : document.xls UB610X229X113 & UB457X74
AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANYKASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAMPROJECT NO. : JI-176C
SUBJECT :Splicing Calculation for column
Check against splitting of flanges at the junction of change of slope :
Stiffeners have been provided at the junction of tapered and vertical segment connected to flanges and web to check the splitting of the flange at the junction of change of slope. Stiffeners have beendesigned against the horizontal component of force in the flange that exists at the junction of the flange.
Design Load per flange Ptf = 2142 kN (Refer 1.15.5 above)
Angle of inclination between flange w.r.t vertical = 3 Vert. In 1 Horz.( Input vertical per unit horizontal) = 18.435 degrees
Horz. Component of flange force = 714.15 kN
Design Force on stiffener Pst = 714.15 kN Compression
Design of Stiffener :
Area required in contact with flange = 714.1 * 1000 / 355= 2012 mm2
Trial size of stiffener :Stiffener provided on both sides of web width = 90 mm
snipes = 15 mmThickness = 6 mm
Area provided in contact with flange = 900 mm2
Provide 6 thk. Stiffener
Check for Buckling :
Area of effective section = area of stiffener + area of web = 2 * 90 * 6 + 2 * 15 * 15.6 * 15.6for effective web length on each = 8380.8 mm2side of centerline of stiffenerlimited to 15 x web thickness
Moment of Inertia of stiffener about axis parallel to web = 6 * ( 2 * 90 + 15.6 ) ^ 3 / 12 = 3741765.408 mm4
Radius of gyration r = 21.13 mm
Effective length of stiffener L = 516.46 mm
Slenderness ratio L/r = 24.442
Hence, pc = 355 (Input from strut curve 'C' of Table-24 of BS:5950-1-2000 )
Buckling Resistance = 2975 kN > Pst Hence o.k.
Check For Fillet Weld between Stiffener and Column Section:
Force on the stiffener Pst = 714.15 kN
Length of weld provided Lw = {(h-2*tf)+(width of stiffener-snipes)x2}x2= 1738 mm
N/mm2
File : document.xls UB610X229X113 & UB457X74
AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANYKASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAMPROJECT NO. : JI-176C
SUBJECT :Splicing Calculation for column
Shear capacity of weld = 0.707 x (weld size) x pw x Lw Using 6 mm weld, Force taken by weld = 1843 kN > Pst Hence o.k.
File : document.xls UB610X229X113 & UB457X74
AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANYKASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAMPROJECT NO. : JI-176C
SUBJECT :Splicing Calculation for column
SummaryLength Width Thkmm mm mm
Flange plate Lf = 550 Bf = 210 30
Web plate Lw = 290 Bw = 325 12
Bf
File : document.xls UB610X229X113 & UB457X74
AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANYKASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAMPROJECT NO. : JI-176C
SUBJECT :Splicing Calculation for column
Typical Detail of Column Splice
S Se
Lw
Bw
ge
S
e
Lf
Bf