Beam Splice

AGIP KAZAKHSTAN NORTH CASPIAN OPERATING COMPANY KASHAGAN FIELD DEVELOPMENT EXPERIMENTAL PROGRAM PROJECT NO. : SUBJECT :

APPENDIX - 7 :

JI-176C

COLUMN SPLICES

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

: Splicing Calculation for column

1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.11 1.12 1.13 1.14 1.15

column1 (Lower level) column2 (Higher level) Column members UB 762x267x197 UB 762x267x197 Design strength of structural steel py = 355 N/mm2 Thickness of splice plate for web considered ts = 12 mm (Shall be > tw) Thickness of splice plate for flange considered tfg = 30 mm (Shall be > tf ) Diameter of bolt d = 24 mm c/c distance between bolt rows for flange and web S = 65 mm Gauge distance for column g = 90 mm Grade of the bolts = 8.8 Edge distance e = 40 mm Min Width of splice plate for web required bw = 325 mm Min Width of splice plate for flange required bf = 210 mm Tensile stess area of the bolt ae = 353 mm2 Shear strength of the bolt ps = 375 N/mm2 Bearing strength of the bolt pb = 1000 N/mm2 As per Bearing strength of plate pbs = 550 N/mm2 BS5950-2000 Design strength of weld pw = 250 N/mm2 Sectional Properties column1 column2 Depth of the section h = 769.8 mm h = 769.8 mm Width of the section b = 268 mm b = 268 mm Thickness of flange tf = 25.4 mm tf = 25.4 mm Thickness of web tw = 15.6 mm tw = 15.6 mm c/s sectional area A = 251 cm2 A = 251 cm2 Elastic Modulus of sec. Zx = 6234 cm3 Zx = 6234 cm3 Thickness of fabricated flange = 16 mm

1.16 Design Load :

Moment = Shear =

Splice plate provided

:

py x Zx = 2213 kNm 60% of shear strength of section = 1535 kN Flange(on Top side) Width Flange(under side) Width Web Depth

= = =

270 535

Thk = Thk = Thk =

25 Nos = Nos = 16 Nos =

2

Sectional Properties of splice plate : Overall Depth Area of flange splice plate = Area of web splice plate =

= = =

820 13500 17120

Dist of neutral axis from top of top flange splice plate

=

410

Moment of Inertia of flange splice plate Moment of Inertia of web splice plate Total Moment of Inertia of splice plate Elastic Section Modulus

= = = =

2133084375 365226.6667 2133449602 5203535.614

Moment capacity at the splice section Moment c arri ed by fl ange Design Force / Flange

= = =

1847 1847

kNm ,

b * tf

=

1.16.1 Gross area of flange 1.16.2 Net area of flange

agf anf

= = = = = = =

1.16.3 Net eff. Flange area

aef

1.16.4 Gross area of web(excluding flange)

agw =

mm4 mm4 mm4 mm3 2213 Revise

6807 mm2

agf - (no of bolts * d * tf )

6807 - ( 2 * 660.4 ) 5486 mm2 Ke * anf 1.1 * 5486 6035 mm2 aef < agf , OK A - 2 * b*tf = 11486 mm2

UB610X229X113 & UB457X74 File : 133774049.xls.ms_office



1.16.4 Net area of Web

1.16.5 Net eff. Web area

1.16.4 Design load / Flange

1.16.4 Design load / Web

(limited to 20% of full capacity) (Though contact surfaces are machined, still 20% of web capacity in axial load has been taken) 1.17 Design Shear ( Acting thru web )

anw = = = aew =

Ptf = = Ptw = = V = = =

agw - (no of bolts * d * tw )

11485.6 - ( 3 * 24 * 15.6 ) 10362 mm2 Ke * anw 1.1 * 10362.4 11399 mm2 aew < agw , OK

6035.04 * 355 2142 KN 0.2 * 11398.64 * 355 809.3 KN 60% shear capacity of column2 0.6 ( 0.6 * py * h * tw) 1535 KN




2.0 Check for Flange splice plate 2.1 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

=

2.4 No of bolts required in flange

=

= = = = =

132.4 KN

agf

= =

Pt / bolt Value 2142 / 132 16.2 Nos 8 Nos On each side of spilce 4 Nos On each side of spilce os 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

No of bolts provided No of rows of bolts in flange o o o s n a row 2.5 Gross area of flg splice plates

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 KN 3.2 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 3.3 No of bolts required in web : No of bolts provided in web : No of bolts provided in a row No of row of bolts in web

= = = = = =

2

2

SQRT.{ ( Ptw ) + ( V ) } 1735 10.1 Nos 6 Nos On each side of spilce 3 Nos 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 * 1.1 Ke = 1.1 For S 355 = 1620 KN > Design Shear , OK min{(net area of web splice plste),gross area}xp y

Tension capacity of web splice plates = =

Combined Shear and Tension:

2315 kN > Design Shear , OK = =

(Ptw/Ftw) + (V/Vc) 1.297 > 1.0 Not Safe




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 been designed against the horizontal component of force in the fl ange 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 ( Input vertical per unit horizontal)

= =

3 Vert. In 1 Horz. 18.43 degrees

Horz. Component of flange force

=

714.1 kN

=

714.1 kN

Design Force on stiffener

Pst

Compression

Design of Stiffener : Area required in contact with flange Trial size of stiffener : Stiffener provided on both sides of web

= = width snipes Thickness

Area provided in contact with flange Provide

= = = =

714.1 * 1000 / 355 2012 mm2 90 15 6

mm mm mm

900 mm2

6 thk. Stiffener

Check for Buckling : Area of effective section = area of stiffener + area of web = for effective web length on each = side of centerline of stiffener limited to 15 x web thickness

2 * 90 * 6 + 2 * 15 * 15.6 * 15.6 8381 mm2

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

=

516.5 mm

Slenderness ratio L/r

=

24.44

Hence, pc

=

355

Buckling Resistance

=

2975 kN

2

N/mm (Input from strut curve 'C' of Table-24 of BS:5950-1-2000 ) > Pst Hence o.k.

Check For Fillet W eld between Stiffener and Column Section: Force on the stiffener

Pst

=

Length of weld provided

Lw

= {(h-2*tf)+(width of stiffener-snipes)x2}x2 = 1738 mm = 0.707 x (weld size) x pw x Lw = 1843 kN > Pst Hence o.k.

Shear capacity of weld Using 6 mm weld,

Force taken by weld

714.1 kN




Summary Length

Width

mm

mm

Flange plate

Lf =

550 Bf =

Web plate

Lw = 290 Bw =

Thk mm 210

30

325

12




Bf Bw e S Lw

e S

Lf

S e

g

Typical Detail of Column Splice


Beam Splice

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