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AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANY KASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAM PROJECT NO. : JI-176C SUBJECT : APPENDIX - 7 : COLUMN SPLICES

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Page 1: Beam Splice

AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANYKASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAM

PROJECT NO. : JI-176CSUBJECT :

APPENDIX - 7 : COLUMN SPLICES

Page 2: Beam Splice

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

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Page 3: Beam Splice

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

Page 4: Beam Splice

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

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Page 5: Beam Splice

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

Page 6: Beam Splice

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.

Page 7: Beam Splice

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

Page 8: Beam Splice

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