Column Splice - Non-Bearing

7/27/2019 Column Splice - Non-Bearing

1/7

Column Rows Bolts Gauge Pitch Ext. distance Sum of r2

nc nr n g p r Er

1 2 2 60 60 30.00 1,800.0

1 3 3 60 60 60.00 7,200.0

1 4 4 60 60 90.00 18,000.0

1 5 5 60 60 120.00 36,000.0

1 6 6 60 60 150.00 63,000.0

2 2 4 100 75 62.50 15,625.0

2 3 6 100 75 106.80 48,437.5

2 4 8 100 60 152.97 107,200.0

2 5 10 100 75 203.49 214,062.5

2 6 12 100 75 252.80 366,875.0

3 2 6 70 75 82.76 29,850.0

3 3 9 70 75 102.59 63,150.0

3 4 12 70 75 129.03 118,500.0

3 5 15 70 75 158.82 203,250.0

3 6 18 70 75 190.39 324,750.0

4 2 8 70 75 117.82 66,050.0

4 3 12 70 75 132.50 123,575.0

4 4 16 70 75 153.89 210,500.0

4 5 20 70 75 179.60 336,625.0

4 6 24 100 80 277.31 892,000.05 2 10 150 75 167.71 168,750.0

5 3 15 100 80 188.68 292,000.0

5 4 20 100 80 219.32 506,000.0

5 5 25 100 80 256.12 820,000.0

5 6 30 100 80 296.82 1,259,000.0

6 2 12 100 80 206.16

6 3 18 100 80 223.61

6 4 24 100 80 250.00

6 5 30 100 80 282.84

6 6 36 100 80 320.16


2/7

7/26/2013 / 2:55 AM

SHIN EVERSENDAI ENGINEERING (M) SDN BHD Sheet of

PROJECT Job No Designed by

PAHANG MATRICULATION SCHOOL

Date Checked by

SUBJECTDESIGN OF COLUMN SPLICE Reference

COLUMN SPLICE - ENDS NOT PREPARED FOR BEARING

Connection identification

Lower member D1 = mm tw1 = mm r1 = mm

H - 350 X 350 X 113 B1 = mm tf1 = mm D'1 = mm

A1 = cm2 n = mm

Upper member D2 = mm tw2 = mm r2 = mm

H - 250 X 250 X 63.8 B2 = mm tf2 = mm D'2 = mm

A2 = cm2 n = mm

Member End ActionsUnfactored Factored

Compressive force C = KN KN

Tensile force T = KN KN

Lateral shear V = KN KN

Bending moment M = KN.m KN.m

Flange connection

Connection details

Grade of bolt =

Grade of material Rolled sections = S Plates - SS

Diameter of bolt db

=

Diameter of bolt hole dbh =

Gross area of one bolt Abg =

Effective area of one bolt Abn =

Nr of bolt column nc =

Nr of bolt rows nr =

Nr of bolts n =

Spacing of bolt rows (gauge) g =

Spacing of bolt coumns (pitch) p =

Edge distance e' =

End distance in plate e'' =

End distance in member e''' =

Set back Sb =

Width of plate bp =

Length of plate lp =

Thickness of plate tp = ( 1 - mm plate )

Thickness of reinforcement tfrp =

Gross thickness of flange tf =

Least thickness of connected parts t =

Nr of shear planes Ns =

Sum of square of 'r' for the bolt group er2

=

Force in flanges

706.9

11.0

0.0

90.0

mm

400

01A

CSN

275

mm

15.0

mm

880.0

244.0

586.7

mm2

13.0

196.0

mm

mm

mm

880.0

10.0

mm

1320.0

01A

11.0

16.0

13.0

252.0 11.0

348.0

31.0144.0

144.0

344.0

F10T

mm2551.3

22.0

17.6

mm

4

100.0

mm

1

33.0

26.4

30.0

8

mm

N.A.

11.0

mm

mm

240.0

70.0

15

CSN

mm

33.0

P0104 M.ArunKumar

06/07/2001

286.0

mm2

2

mm

26.0

820.0

76.0

5.0

75.0

SENDAISENDAISENDAI

160208315.xls.ms_office / Col splice - Non-brg 2 \ 7


3/7

7/26/2013 / 2:55 AM




Date Checked by


01ACSN

P0104 M.ArunKumar

06/07/2001

SENDAISENDAISENDAI

Due to compressive force C = C*Af2/A2 Af2 == Cf =

Due to moment M = M/D2 Tf = 0.66*Cf

= =

Due to tensile force T = T*Af2/A2 0.6 x Cf =

= 0.6 x Tf =

Force in compression flange Cf,max =

Force in tension flange Tf,max =

Maximum axial force in flanges Ff,max =

Shear in each bolt Fb = Ff,max/n

=

Check for bolts

Shear strength of bolt ps =

Bearing strength of bolt pbb =

Tensile strength of bolt pt =

Minimum proof stress of bolt po =

Minimum shank tension in HSFG bolts P0 =

Shear capacity of one bolt Ps = Ns*ps*Ab

=

Bearing capacity of one bolt Pbb = db*t*pbb

=

Slip resistance of one bolt PSL = Ns*1.1*Ks*m*Po

Ks =

Slip factor m =

Minimum shank tension P0 =

Slip resistance of one bolt PSL =

Capacity of one bolt Pb = > Fb. Safe.

( )

Check for connected plies

Rolled sections Plates

Grade of material = S = SS

Ultimate strength Us = Us =

Yield strength py = py =

Bearing strength pbs = pbs =

Compression capacity of the plate = py*AgAg = bp*tp

=

Compression capacity of the plate = > Cf,max. Safe.

( )

Tensile capacity of the plate = py*AeffAeff = Ke*An < AgAn = (bp-nr*dbh)*tp

825.0 M Pa 735.0 M Pa

M Pa

275.0 M Pa 245.0 M Pa

M Pa

KN

KN

KN

KN

KN

275 400

M Pa

457.4

254.1

457.4

57.2

mm2

KN

410.0 400.0

451.4

0.45

882

363.9

263.5

KN

KN

KN

KN

KN

KN

M Pa

M Pa

108.2

169.4

1368.0

660.0

1000.0

457.4

304.9

57.2

478.0

KN

3600

KN

180.1

KN

KN

180.1

1.0

363.9

KN

2772

508.2 KN

457.4 KN

mm2

762.3 KN

304.9 KN



4/7

7/26/2013 / 2:55 AM




Date Checked by


01ACSN

P0104 M.ArunKumar

06/07/2001

SENDAISENDAISENDAI

=Ke =

Aeff =

Tensile capacity of the plate = > Tf,max. Safe.

( )

Compression capacity of the flange = py*AgAg = B2*tf

=

Compression capacity of the flange = > Cf,max. Safe.

( )

Tensile capacity of the flange = py*Aeff

Aeff = Ke*An < AgAn = (B-nr*dbh)*tf

=

Ke =

Aeff =

Tensile capacity of the flange = > Tf,max. Safe.

( )

Bearing capacity of the plate per bolt = db*tp*pbs < 0.5*e'*tp*pbs

= > Fb. Safe.

( )

Bearing capacity of the flange per bolt = db*tf*pbs < 0.5*e'*tf*pbs

=> Fb. Safe.( )

Bearing capacity of the bolt group = n*Least bearing capacity

= > Ff,max. Safe.

( )

Web connection

Connection details

Grade of bolt =

Grade of material Rolled sections = S Plates - SS

Diameter of bolt db =

Diameter of bolt hole dbh =

Gross area of one bolt Abg =

Effective area of one bolt Abn =

Nr of bolt column nc =

Nr of bolt rows nr =

Nr of bolts n =

Spacing of bolt columns (gauge) g =

Spacing of bolt rows (pitch) p =

Edge distance e' =

End distance in plate e'' =

400

304.9

457.4

762.3

457.4

KN

60.0 mm

70.0

75.0 mm

90.0 mm

mm2

4

2

8

2046

30.0 mm

33.0

706.9

551.3

330.75

272.25

2178 KN

KN

mm2

KN

KN675.18

mm2

2455.2

1.2

mm2

mm2

mm2

KN

2610

F10T

2772

3132

1.2

275

767.34

57.2

mm

mm

mm2

57.2

304.9



5/7

7/26/2013 / 2:55 AM




Date Checked by


01ACSN

P0104 M.ArunKumar

06/07/2001

SENDAISENDAISENDAI

End distance in member e''' =Set back Sb =

Width of plate bp =

Length of plate lp =

Thickness of plate tp = ( 2 - mm plates )

Thickness of reinforcement twrp =

Total thickness of web tw =

Least thickness of connected parts t =

Nr of shear planes Ns =

Sum of square of 'r' for the bolt group er2

=

Force in web

Due to compressive force C Cw = C-2*(C*Af2/Ag) < 0.6 * (Aw* py)= =

Due to tensile force T Tw = T-2*(T*Af2/A2) < 0.6 * 442.86

= =Maximum axial force in web Fw,max = Aw2 =

Lateral shear V =

Shear in bolt due to V Pv = V/n

=

Eccentricity of V about c.g. of bolt group e = Sb+e'+0.5*(nc-1)*p

=

Moment due to eccentricity Me = V*e

=

Distance of outermost bolt from cg of b. group r = Sqrt(((nc-1)*p/2)2+((n

r-1)*g/2)2)

=

Sum of square of 'r' for all bolts Er2

=

Vertical shear per bolt due to V FVl = V/n

=

Horizontal shear per bolt due to Fv,max FHl = Fw,max/n

=

Maximum shear in bolt due to Me Fm = Me*r/Er2

=

Vertical shear due to Fm FVm = Fm * cosO O =

=

Horizontal shear due to Fm FHm = Fm * sin O

=

Total vertical shear FV =

Total horizontal shear FH =

Resultant shear in bolt Fb =

Check for bolts

Shear strength of bolt ps =

Bearing strength of bolt pbb =

Tensile strength of bolt pt =

17.28

58.99 KN

4.1

12.21

KN

KN

KN

3.63 KN

15.79

61.062

KN

11.66 KN

1000.0 M Pa

207.5 mm

6.85 KN.m

117.82 mm

2

66050.0 mm2

33.0 KN

295.2 KN

442.9 KN

442.9

11.0 mm

11.0 mm

820.0 mm

0.0

20.0

5.0 mm

190.0 mm

87.0 mm

KN

66050.0

1368.0

478.0 M Pa

M Pa

4.13 KN

55.36 KN

10

mm2

mm

mm

KN

2684 mm

442.9 KN

295.2



6/7

7/26/2013 / 2:55 AM




Date Checked by


01ACSN

P0104 M.ArunKumar

06/07/2001

SENDAISENDAISENDAI

Minimum proof stress of bolt po =

Minimum shank tension in HSFG bolts P0 =

Shear capacity of one bolt Ps = Ns*ps*Ab

=

Bearing capacity of one bolt Pbb = db*t*pbb

=

Slip resistance of one bolt PSL = Ns*1.1*Ks*m*Po

Ks =

Slip factor m =

Minimum shank tension P0 =

Slip resistance of one bolt PSL =

Capacity of one bolt Pb = > Fb. Safe.

( )

Check for connected plies

Rolled sections Plates

Grade of material = S = SS

Ultimate strength Us = Us =

Yield strength py = py =

Bearing strength pbs = pbs =

Compression capacity of the plate = py*AgAg = bp*tp

=

Compression capacity of the plate = > Cw. Safe.

( )

Tensile capacity of the plate = py*AeffAeff = Ke*An < AgAn = (bp-nr*dbh)*tp

=

Ke =

Aeff =

Tensile capacity of the plate = > Tw. Safe.

( )

Compression capacity of the web = py*AgAg = D2*tw

=

Compression capacity of the web = > Cw. Safe.

( )

Tensile capacity of the web = py*AeffAeff = Ke*An < AgAn = (D2-nr*dbh)*tw

=

Ke =

Aeff =

Tensile capacity of the web = > Tw. Safe.

M Pa

400

410.0 M Pa 400.0

245.0 M Pa

825.0 M Pa 735.0 M Pa

275.0 M Pa

592.295 KN

mm2

1.1

2728 mm2

442.9

295.2

668.36

1.1

2153.8 mm2

1958 mm2

KN

2684 mm2

738.1 KN

3800 mm2

931 KN

2480

360.3 KN

61.1

275

363.9 KN

360.3 KN

1.0 KN

0.450 KN

527.1 KN

451.4 KN

363.9 KN

660.0 M Pa

442.9



7/7

7/26/2013 / 2:55 AM




Date Checked by


01ACSN

P0104 M.ArunKumar

06/07/2001

SENDAISENDAISENDAI

( )

Bearing capacity of the plate per bolt = db*tp*pbs < 0.5*e'*tp*pbs

= > Fb. Safe.

( )

Bearing capacity of the web per bolt = db*tw*pbs < 0.5*e'*tw*pbs

= > Fb. Safe.

( )

Bearing capacity of the bolt group = n*Least bearing capacity

= > Fw,max. Safe.

( )

Shear capacity of the plate Vp = 0.6*py*AvAv = Ke*An < Ag

=

Shear capacity of the plate Vp = > V. Safe.

( )

Shear capacity of the web Vw = 0.6*py*AvAv = Ke*An < Ag

=

Shear capacity of the web Vw = > V. Safe.

( )

Flexural capacity of the web plate

Moment in fin plate Mf =

Net section modulus of the web plate Zf = tp*(dp2-g2*nr*(nr

2-1)*dbh/dp)/6

=

Flexural capacity of the web plate = py*Zf

= > Mf. Safe.

( )

KN

272.25

442.9

295.2

2178

441

KN

61.1

61.1

33.0

mm2

mm2

KN

33.0

KN

355.377 KN

2153.8

2728

401.016

KN.m

103.312 cm3

25.31 KN.m

6.85

6.85


Documents

Column Splice - Non-Bearing