Example Column Splice - Non-bearing Splice

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Document Ref: SX018a-EN-EU Sheet 1 of 21 Title Example: Column splice - non-bearing splice

Eurocode Ref EN 1993-1-8, EN1993-1-1Made by Edurne Nunez Date Mar 2005

CALCULATION SHEET

Checked by Abdul Malik Date Mar 2006

Example: Column splice - non-bearing spliceThis example presents a method for verifying the adequacy of a non-

bearing column splice using bolted flange and web cover plates. The design forces on the cover plates are determined from the axial load on the column, the nominal moments and shear forces. The design resistances of the cover plates and the bolt groups are then determined. The example also demonstrates the calculation of the tensile tying resistance of the splice for structural integrity.

1 Column Splice Design Resis tance

This example presents full details and procedures for each of the possibledesign checks; it also includes diagrams both for the notations and for thedimensions. In practice the presentation would normally be much shorter.

Design procedures are in accordance with guidance in SN023.

Table 1 gives the Section number in this example where the procedure for calculating the design resistance is presented. In Section 13, a summary of thevalues for design resistances and critical mode of failure are given.

SN023

Table 1: Design resistance of a non-bearing column spliceMode of failure Section Design Resistance

Flange cover platecompressiontension

7

N Rd,fp,c

N Rd,fp,t

Flange cover plate bolt group 8 V Rd,fp

Web cover plate 9 N Rd,wp,c

Web cover plate bolt group 10 V Rd,wp

Column web bolt group 11 V Rd,w

Structural integrity of the splice(under tying force)

12 N Rd,u

2 Column Splice Details

The details of the column splice are based on guidance for initial sizing givenin SN024 and are shown in the Figures below.

The hole positions for bolts comply with minimum and maximum spacing,end and edge distance requirements of §3.5 of EN1993-1-8.

EN1993-1-8§3.5

Example: Column splice - non-bearing splice

C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a

l i s c o p y r i g h

t - a

l l r i g

h t s r e s e r v e

d .

U s e o

f t h i s d o c u m e n

t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

l L i c e n c e

A g r e e m e n

t

http://www.access-steel.com/discovery/linklookup.aspx?id=SN023

http://www.access-steel.com/discovery/linklookup.aspx?id=EC203







SX018a-EN-EU Sheet 2 of 21Document Ref:

Title Example: Column splice - non-bearing spliceCALCULATION SHEET



Column splice - Details

1,fp

1,fp

1,fp

1,fp

1,fp

1,fp

1,fp

fp

2,fp

fp

2,fp 2,fpb

p

p

p

p

p

p

p

e

pe e

h

=8

=8

n

n

fp

fp

jL

jL

gv 1,fp,j

1,wp

1,wp

1,wp

2,wp 2,wp

wp

fp

wp

e

p

p

p

e ep

b

t

t

t

h

2,wp

e 1,w

gv

n

n

wp=4

=4wp

f,uc

f,lc

t pa

e 2,w

1,wp,j


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

l L i c e n c e

A g r e e m e n

t







n

n

fp

fp

n

n

=8

=8

=4

=4

wp

wp

690

80

80

80

80

80

80

80

80

12.525

1050

1912

350

50

50

110

15055 55

260

40

110

40

80

150

35 35

85

240

240

10

HE 300 B

HE 260 A


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

l L i c e n c e

A g r e e m e n

t





CALCULATION SHEET


3 Main join t dataConfiguration Non bearing column splice

Upper column HE 260A, S355

Lower column HE 300B, S355

Type of connection Flange and web cover plates, S355

Bolts M24, class 8.8

(Category A: Bearing type, Non-preloaded)

3.1 Upper Column HE 260A, S355Depth huc = 250 mm

Width buc = 260 mm

Thickness of the web t w,uc = 7,5 mm

Thickness of the flange t f,uc = 12,5 mm

Fillet radius r uc = 24 mm

Area Auc = 86,80 cm 2

Area of web Aw,uc = 21,80 cm 2

Area of flange Af,uc = 32,50 cm 2

Yield strength f y,uc = 355 N/mm 2

Ultimate tensile strength f u,uc = 510 N/mm 2

Number of bolts between one flange cover plate and upper column nfp = 8

Number of bolts between web cover plate and upper column nwp= 4

Direction of load transfer (1)

End of upper column to first bolt row on column web el,w = 50 mm

Pitch between bolt rows on column web p l,w = p1,wp = 80 mm

Direction perpendicular to load transfer (2)

Edge of upper column to first bolt line on the column web e2,w= 85 mm

Pitch between bolt lines on column web p2,w = p2,wp= 80 mm


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

l L i c e n c e

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t





CALCULATION SHEET


3.2 Lower Column HE 300B, S355Depth hlc = 300 mm

Width blc = 300 mm

Thickness of the web t w,lc = 11 mm

Thickness of the flange t f,lc = 19 mm

Fillet radius r lc = 27 mm

Area Alc = 149,10 cm 2

Area of web Aw,lc = 35,10 cm 2

Area of flange Af,lc = 57,00 cm 2

Yield strength f y,lc = 355 N/mm 2

Ultimate tensile strength f u,lc = 510 N/mm 2

3.3 Flange cover plate 260 × 12 × 690, S355Vertical gap between column ends g v = 10 mm

Height hfp = 690 mm

Width bfp = 260 mm

Thickness t fp = 12 mm

Number of bolts between one flange cover plate and upper column nfp = 8


Plate edge to first bolt row el,fp = 50 mm

Pitch between bolt rows p l,fp = 80 mm

Pitch between bolt rows (across joint) p l,fp.j = 110 mm


Plate edge to first bolt line e2,fp = 55 mm

Pitch between bolt lines p2,fp = 150 mm

Yield strength f y,p = 355 N/mm 2

Ultimate tensile strength f u,p = 510 N/mm 2


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

l L i c e n c e

A g r e e m e n

t





CALCULATION SHEET


3.4 Flange packs 250 × 25 × 340, S355Vertical gap between column ends g v = 10 mm

Depth hfp,pa = 340 mm

Width bfp,pa = 250 mm

Thickness t pa = 25 mm

3.5 Web cover plate 150 × 8 × 350, S355Vertical gap between column ends g v = 10 mm

Height hwp = 350 mm

Width bwp = 150 mm

Thickness t wp = 8 mm

Number of bolts between web cover plate and upper column nwp = 4


Plate edge to first bolt row el,wp = 40 mm

Pitch between bolt rows p l,wp = 80 mmPitch between bolt rows (across joint) p l,wp,j = 110 mm


Plate edge to first bolt line e2,wp = 35 mm

Pitch between bolt lines p2,wp = 80 mm

Yield strength f y,p = 355 N/mm 2

Ultimate tensile strength f u,p = 510 N/mm 2

3.6 Web packs 150 × 2 × 170, S355Vertical gap between column ends g v = 10 mm

Height hwp,pa = 170 mm

Width bwp,pa = 150 mm

Thickness t wp,pa = 2 mm


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

l L i c e n c e

A g r e e m e n

t





CALCULATION SHEET


3.7 Bol ts M24, class 8.8(Category A: Bearing type, Non-preloaded)

Tensile stress area A s = 353 mm 2

Diameter of the shank d = 24 mm

Diameter of the holes d 0 = 26 mm

Yield strength f yb = 640 N/mm 2

Ultimate tensile strength f ub = 800 N/mm 2

4 Partial safety factors

γMO = 1,0

γM1 = 1,0

γM2 = 1,25 (for design resistance at ULS)

γM,u = 1,1 (for tying resistance at ULS)

5 Design forces and moments (at ULS)

Compression force due to permanent load N Ed,G = 825 kN

Compression force due to variable load N Ed,Q = 942 kN

Total design force N Ed = 1767 kN

Nominal design bending moment

(due to permanent and variable loads) M Ed = 15 kNm

Shear force (due to permanent and variable loads) V Ed = 8 kN

Tying force N Ed,u = 400 kN


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

l L i c e n c e

A g r e e m e n

t







6 Design modelFor maximum design compression force in the flange cover plates andmaximum compression in the web cover plates (see Figure 6.1 ):

• Assumed that all the beams are subjected to permanent and variableactions in combination.

Ed

Ed

Ed

N

V

M

Ed,fp,cEdN

V

Ed,wpN2

N Ed = N Ed,G + N Ed,Q

V Ed = V Ed,G + V Ed,Q

M Ed is the nominal design moment (seeSN005) (due to permanent and variableactions) in the upper column, i.e. at thefloor level immediately below thesplice.

= M Ed,G + M Ed,Q

For evaluation of N Ed,fp,c and N Ed,wp , see Sections7 and 9 respectively.

Figure 6.1 For maximum compression in flange and web cover plates

For maximum design tension force in the flange cover plates ( Figure 6.2 ):

• For nominal design moment M Ed, assume that the beams causing themoment are subject to permanent and variable actions in combination

• For design axial force in the column N Ed,G , assume that all the beams aresubject to permanent actions only

Ed

Ed

NV

M

N Ed,fp,t

Ed,G

N Ed,G is the axial force in the column due to

permanent action on all the beams

V Ed = V Ed,G + V Ed,Q

M Ed is the nominal design moment (seeSN005) (due to permanent and variableactions) in the upper column, i.e. at thefloor level immediately below the splice.

= M Ed,G + M Ed,Q

For evaluation of N Ed,fp,t , see Section 7

Figure 6.2 For maximum tension in flange cover plates


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

l L i c e n c e

A g r e e m e n

t







7 Flange cover plate N Ed,fp,c ≤ N Rd,fp,c (1) (For compression in flange cover plate)

N Ed,fp,t ≤ N Rd,fp,t (2) (For tension in flange cover plate)

Design axial forces

The maximum compressive design force on the flange cover plate ( N Ed,fp,c )may be calculated from:

( )⎟

⎟

⎠

⎞

⎜

⎜

⎝

⎛ ++=uc

ucf,QEd,GEd,

uc

Edcfp,Ed,

A

A N N

h

M N

∴ ( ) kN71980,86

32,50429825

10260

153cfp,Ed, =⎟

⎠ ⎞

⎜⎝ ⎛ ×++

×= − N

The maximum tensile design force on the flange cover plate ( N Ed,fp,t ) may becalculated from:

⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ −=

uc

ucf,GEd,

uc

Edtfp,Ed, A

A N

h M

N

∴ kN25180,86

32,50825

10260

153tfp,Ed, −=⎟

⎠ ⎞

⎜⎝ ⎛ ×−

×= − N

Note: Since N Ed,fp,t is less than zero, there is no tensile force on the flangecover plate and check (2) for tension in the flange cover plate is not required .

SN023

Design resistance

The design resistance of the flange cover plate in compression ( N Rd,fp,c ) may be calculated from:

M0

py,fpcfp,Rd,γ

f A N = if p1,fp,j /t fp ≤ 9ε (see note 2 in Table 3.3 of EN1993-1-8)

M1

py,fpfpRd, b,cfp,Rd,

γ

f A N N

χ == if p1,fp,j /t fp > 9 ε

2fpfpfp mm312012260 =×=×= t b A

p1,fp,j /t fp = 110/12 = 9.2 which is greater than 9 ε

EN1993-1-1§6.2.4 (2)

EN1993-1-1§6.3.1.1 (3)


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

l L i c e n c e

A g r e e m e n

t

















For Lcr = 0,6 p1,fp,j and using buckling curve c, χ = 1,0

∴ kN1108100,1

35531200,1 3cfp,Rd, =×××= − N

EN1993-1-1§6.3.1.2

Design check

Since N Ed,fp,c < N Rd,fp,c (719 kN < 1108 kN), the design axial resistance of theflange cover plate is adequate.

8 Flange cover plate bolt group

fpRd,cfp,Ed, V N ≤

Design axial force

The design axial force on the flange cover plate is:

kN719cfp,Ed, = N (see section 7)

SN023

Design resistances

The design resistance of the bolt group for Category A bolts (bearing type):

∑= Rd b,fpRd, F V maxRd b,Rdv,if F F ≥

minRd b,fp )( F n= maxRd b,Rdv,minRd b, )()(if F F F <≤

Rdv,fp F n= Rdv,minRd b,if F F >

EN1993-1-8§3.7

The design bearing resistance of a single bolt on the flange cover plate ( F b,Rd )is given by:

M2

fp pu, b1Rd b, γ

α t d f k F =

where:

⎟⎟

⎠

⎞⎜⎜

⎝

⎛ = 01;;

pu,

ubd b ,

f f

α α

⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ −−= 52;71417182min

0

fp2,

0

fp2,1 , ,

d

p ,; ,

d

e ,k


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

l L i c e n c e

A g r e e m e n

t

















where for the end bolts:

64,0263

503 0

fp1,d =

×==

d

eα

and for the inner bolts:

78,041

26380

41

3 0

fp1,d =−

×=−=

d

pα

57,1510

800

pu,

ub == f

f

Hence:

( 64,00,1;57,1;64,0min b == )α for end bolts and

( ) 78,00,1;57,1;78,0min b ==α for inner bolts.

22,47,126

558,27,1

8,2

0

fp2, =−×=−d

e

38,67,126

1504,17,14,10

fp2, =−×=−d p

∴ ( ) 5,25,2;38,6;22,4min1 ==k

Hence:

kN1881025,1

122451064,05,2)( 3

minRd b, =×××××= − F for end bolts, and

kN2291025,1

122451078,05,2)( 3

maxRd b,=×××××= − F for inner bolts.

The design shear resistance of a single bolt ( F v,Rd ) is given by:

M2

subv pRdv, γ

α β A f F =

where:

mm25 pa =t

mm83

243 ==d

EN1993-1-8Table 3.4


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

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A g r e e m e n

t











Since t pa > d /3, the reduction factor should be applied.

( ) ( )81,0

253248249

389

pa p =

×+××=

+=

t d d

β

25,1M2 =γ for shear resistance

6,0v =α for class 8.8 bolts

EN1993-1-8§3.6.1 (12)

2s mm353= A

∴ kN1101025,1

3538006,081,0 3Rdv, =××××= − F

Since F v,Rd < ( F b,Rd )min i.e 110 kN < 188 kN

1108Rdv,fpfpRd, ×== F nV

∴ kN880fpRd, =V

Design check

Since N Ed,fp,c < V Rd,fp (719 kN < 880 kN), the design resistance of the flangecover plate bolt group is adequate.

9 Web cover plate

cwp,Rd,wpEd, N N ≤

Design axial force

The compressive design force on one web cover plate ( N Ed,wp ) may becalculated from:

uc

ucw,EdwpEd, 2 A

A N N =

∴ kN22280,862

80,211767wpEd, =

××= N

SN023


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

l L i c e n c e

A g r e e m e n

t













Design resistanceThe design resistance of one web cover plate in compression ( N Rd,wp,c ) may becalculated from:

M0

py,wpcwp,Rd, γ

f A N = if p1,wp,j /t wp ≤ 9ε (see note 2 , Table 3.3 of EN1993-1-8)

M1

py,wpwpRd, b,cwp,Rd,

γ

f A N N

χ == if p1,wp,j /t wp > 9 ε

2wpwpwp mm12008150 =×=×= t b A

EN1993-1-1§6.2.4 (2)

EN1993-1-1§6.3.1.1 (3)

p1,wp,j /t fp = 110/8 = 13.8 which is greater than 9 ε

For Lcr = 0,6 p1,wp,j and using buckling curve c, χ = 0,9

∴ kN383100,1

35512009,0 3cwp,Rd, =×××= − N

EN1993-1-1§6.3.1.2

Design check

Since N Ed,wp < N Rd,wp,c (222 kN < 383 kN), the design resistance of the webcover plate is adequate.

Web cover plates should also be checked for combined bending, shear andaxial force in accordance with § 6.2.10 or § 6.2.1 (5) of EN1993-1-1.However in this case the shear force is small and the interaction is judged to

be satisfactory by inspection.

10 Web cover plate bolt group

Normally (unless end, edge distances are small) column web bolt group (seesection 11 ) will be critical, but for completeness the verification for the webcover plate bolt group is shown here:

wpRd,wpEd, V N ≤

Design axial force

The design axial force on one web cover plate ( N Ed,wp ) was calculated previously as:

N Ed,wp = 222 kN

SN023


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

l L i c e n c e

A g r e e m e n

t





















Design resistanceThe design resistance of the bolt group for Category A bolts (bearing type):

∑= Rd b,wpRd, F V maxRd b,Rdv,if F F ≥

minRd b,wp )( F n= maxRd b,Rdv,minRd b, )()(if F F F <≤

Rdv,wp F n= Rdv,minRd b,if F F >

EN1993-1-8§3.7

The design bearing resistance of a single bolt on one web cover plate ( F b,Rd ) isgiven by:

M2

wp pu, b1Rd b, γ

α t d f k F =

EN1993-1-8Table 3.4

where:

⎟⎟

⎠

⎞⎜⎜

⎝

⎛ = 01;;min

pu,

ubd b ,

f f

α α

⎟

⎟

⎠ ⎞

⎜

⎜

⎝ ⎛ −−= 5271417182min

0

wp2,

0

wp2,

1 ,; ,

d

p ,; ,

d

e ,k

where for the end bolts:

51,0263

403 0

wp1,d =

×==

d

eα

and for the inner bolts:

78,041

26380

41

3 0

wp1,d =−

×=−=

d

pα

57,1510800

pu,

ub == f f

Hence:

( 51,00,1;57,1;51,0min b == )α for end bolts

( 78,00,1;57,1;78,0min b == )α for inner bolts.


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

A c c e s s

S t e e

l L i c e n c e

A g r e e m e n

t















07,27,126

358,27,18,20

wp2, =−×=−d e

61,27,126

804,17,1

4,1

0

wp2, =−×=−d

p

∴ ( ) 07,25,2;61,2;07,2min1 ==k

Hence:

kN831025,1

82451051,007,2)( 3


kN1261025,1

82451078,007,2)( 3

maxRd b, =×××××= − F for inner bolts.

From section 8, the design shear resistance of a single bolt ( F v,Rd ), withreduction factor b p =1.0 (i.e. web packing thickness < d/3) would be:

kN136Rdv, = F

Since F v,Rd > ( F b,Rd )max i.e 136 kN > 126 kN

∑= Rd b,wpRd, F V

kN4181262832wpRd, =×+×=V

∴ kN418wpRd, =V

Design check

Since N Ed,wp < V Rd,wp (222 kN < 418 kN), the design resistance of the web

cover plate bolt group is adequate.


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

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d .

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t i s s u

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11 Column web bolt group

wRd,wEd, V N ≤

Design axial force

The design axial force on the upper column web ( N Ed,w ) may be calculatedfrom:

uc

ucw,EdwEd, A

A N N =

∴ kN44480,86

80,211767wEd, =×= N

SN023

Design resistance

The design resistance of the bolt group for Category A bolts (bearing type):

∑= Rd b,wRd, F V maxRd b,Rdv,if F F ≥

minRd b,wp )( F n= maxRd b,Rdv,minRd b, )()(if F F F <≤

Rdv,wp2 F n= Rdv,minRd b,if F F >

Factor 2 used, because the bolts are in double shear.

EN1993-1-8§3.7

The design bearing resistance of a single bolt on the column web ( F b,Rd ) isgiven by:

M2

ucw,ucu, b1Rd b, γ

α t d f k F =

where:

⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ = 01;;min

ucu,

ubd b ,

f f α α

⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ −= 52;7141min

o

wp2,1 , ,

d

p ,k

where:

64,0263

503 o

w1,d =

×==

d

eα for the end bolts and

78,041

26380

41

3 o

wp1,d =−

×=−=

d p

α for the inner bolts


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

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d .

U s e o


t i s s u

b j e c t

t o t h e

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EN1993-1-8Table 3.457,1510800

pu,ub == f

f

Hence:

( 64,00,1;57,1;64,0min b == )α for end bolts

( 78,00,1;57,1;78,0min b == )α for inner bolts.

61,27,126

804,17,14,1

0

pw2, =−×=−d

p

∴ ( ) 5,25,2;61,2min1 ==k

Hence:

kN1181025,1

5,72451064,05,2)( 3


kN1431025,1

5,72451078,05,2)( 3

maxRd b, =×××××= − F for inner bolts

From section 8, the design shear resistance of a single bolt ( F v,Rd ), withreduction factor b p =1.0 (i.e. web packing thickness < d/3) would be:

kN136Rdv, = F

Since i.e 118 kN < 136 kN < 143 kNmaxRd b,Rdv,minRd b, )()( F F F <<

wRd,V minRd b,wp )( F n=

kN4721184wRd, =×=V

∴ kN472wRd,

=V

Design check

Since N Ed,w < V Rd,w (444 kN < 472 kN), the design axial resistance of the webof the upper column is adequate.


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

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d .

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12 Structural integri ty of the splice (under tyingforce)

uRd,uEd, N N ≤

For a non-bearing column splice, there is no need to carry out this check,because it will always be satisfied, since the tying force will always be lessthan the design compression force. However, for a bearing column splice (seeSN019) this check will be required. But, since there is no worked example for a bearing column splice, the above check is demonstrated here.

Design tying forceThe design tying force on the column is:

kN400uEd, = N

SN023

SN019

Design resistance

Conservatively it can be assumed that the tying force at the column splice isresisted by the flange cover plates only.

Therefore, the design axial resistance of the column splice (in tension) ( N Rd,u )

is given by:fpu,Rd,uRd, 2 N N =

⎟⎟

⎠

⎞⎜⎜

⎝

⎛ = ∑ uRd, b,uRd,v,fp

uM,

pu,netfp,fpu,Rd, ;;

90min F F n

γ

f A , N

where:

( ) 2fp0fpfpnetfp, mm249612262122602 =××−×=−×= t d t b A

kN1042101.1

51024969090 3

uM,

pu,netfp, =×××= − ,γ

f A ,

The design shear resistance of a single bolt ( F v,Rd ) is given by:

uM,

subv pRdv, γ

α β A f F =

where:

mm25 pa =t and mm83

24

3 ==d

Since t pa > d /3, the reduction factor should be applied.

EN1993-1-8Table 3.4


C r e a

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F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

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d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

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( ) ( ) 81,0253248

24938

9 pa

p =×+× ×=+= t d d β

1,1uM, =γ for tying resistance

6,0v =α for class 8.8 bolts

2s mm353= A

∴ kN125101,1

3538006,081,0 3Rdv, =××××= − F

The design bearing resistance of a single bolt ( F b,Rd ) on the flange cover plateis given by:

uM,

fp pu, b1uRd, b, γ

α t d f k F =

EN1993-1-8Table 3.4

where:

1,1uM, =γ for tying resistance

⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ = 01;;min

pu,

ubd b ,

f f

α α

⎟⎟

⎠ ⎞

⎜⎜

⎝ ⎛ −−= 52;7141;7182min

0

fp2,

0

fp2,1 , ,

d

p , ,

d

e ,k

For end bolts:

64,0

263

50

3 0

fp1,d =

×

==d

eα

and for inner bolts:

78,041

26380

41

3 0

fp1,d =−

×=−=

d

pα


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

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t o t h e

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57,1510800

pu,ub == f

f

Hence:

( 64,00,1;57,1;64,0min b == )α for end bolts, and

( ) 78,00,1;57,1;78,0min b ==α for inner bolts.

22,47,126

558,27,18,2

0

fp2, =−×=−d

e

38,67,126

1504,17,14,1

0

,2 =−×=−d

p fp

∴ ( ) 5,25,2;38,6;22,4min1 ==k

Hence:

kN214101,1

122451064,05,2 3uRd, b, =×××××= − F for end bolts, and

kN260101,1

122451078,05,2 3uRd, b, =×××××= − F for inner bolts.

⎟⎟

⎠

⎞⎜⎜

⎝

⎛ = uRd, b,fpuRd,v,fp

uM,

pu,netfp,fpu,Rd, ;;

90min F n F n

γ

f A , N

( )26062142;1258;1042minfpu,Rd, ×+××= N

( ) kN10001988;1000;1042minfpu,Rd, == N

kN2000100022 fpu,Rd,uRd, =×== N N

Design check

Since N Ed,u < N Rd,u (400 kN < 2000 kN), the design tying resistance of thecolumn splice is adequate.


C r e a

t e d o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

T h i s m a

t e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

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S t e e

l L i c e n c e

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Example: Column splice - non-bearing spliceSX018a-EN-EU

Quality Record

RESOURCE TITLE Example: Column splice - non-bearing splice

Reference(s)

ORIGINAL DOCUMENT

Name Company Date

Created by Edurne Nunez, SCI 03/2005

Technical content checked by Abdul Malik, SCI 03/2006

Editorial content checked by

Technical content endorsed by t he

following STEEL Partners:

1. UK G W Owens SCI 17/3/06

2. France A Bureau CTICM 17/3/06

3. Germany A Olsson SBI 17/3/06

4. Sweden C Müller RWTH 17/3/06

5. Spain J Chica Labein 17/3/06

Resource approved by TechnicalCoordinator

G W Owens SCI 18/07/06

TRANSLATED DOCUMENT

This Translation made by:

Translated resource approved by:


o n

F r i d a y ,

M a y

2 4

, 2 0 1 3

e r i a


t - a

l l r i g

h t s r e s e r v e

d .

U s e o


t i s s u

b j e c t

t o t h e

t e r m s a n

d c o n

d i t i o n s o

f t h e

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S t e e

l L i c e n c e

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Documents

Example Column Splice - Non-bearing Splice