steel fasteners ec

7/28/2019 Steel Fasteners EC

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Final draft05 May 2003

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2 Basis of design

2.1AssumPtions

(l) The design methods given in this part of EN 1993 assume that the standard of construction is asspecifiedln the executlon standards given in 2,8 and that the construction materials and products usedaie those specified in EN 1993 or in the relevant material and product specifications.

2.2 General requirements(l) All joints shall have a design resistance such that the structure is capable of satisfying all the basic

design requirements given in this Standard and in EN 1993-l-1'

(2) The partial safety factors 7v for joints are given in Table 2' 1'

Table 2.1: Partial safety factors for jointsResistance of members and cross-sections luo,Tlat andys2see EN 1993-l-1

Resistance of bolts

lvz

Resistance of rivets

Resistance of pins

Resislance of welds

Resistance of plates in bearing irn., i /

/tut:YM? .3

Bearing resistance of an injection bolt Tuc

/us

Resistance of pins at serviceabilify limit state /M6,set

Preload of high strength bolts Nut

Resistance of concrete 7" see EN 1992

NOTE: Numerical values fot /r may be defined in the National Annex. Recommended values are as

follows: Tuz:1,25

i Tut= I

,25for-hybrid*eonnee*ions=or--eonnstions*wder-4atigue--lsadinsi-.and"

/u: = l,l fFs*rd$ign"siMio$si /Naq = 1,0;Jrr,as = 1,0;)r'M6,,",: 1,0:yur: l,l .,..9e/^(3) Joints subject to fatigue should also satisff the principles given in EN 1993-l-9.

2.3 Applied forces and moments

(l) The forces and moments applied to joints at the ultimatc limit state shall be determined according tothe principles in EN I 993- I - I .

2.4 Resistance of joints

(l) The resistance of a joint shall be determined on the basis of the resistances of its basic components.(2) Linear-elastic or elastic-plastic analysis may be used in the design ofjoints.


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prEN

i'

Staggered Rows of asteners

b) Symbols for staggered sPacing

l*._*{- P r'o

Page2l1993-1-8 : 2003

1,2 dou\L 92 z r'z ug

// ',=''oo:

-+

.L-,Pr


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NOTE: When the preload is not explicitly used in the design calculations for shear resistances but isrequired for execution purposes or as a quality measure (e.g. fordurability) then the level of preloadcan be specified in the National Annex.

3.5 Positioning of holes for bolts and rivets(1) Minimum and maximum spacing and end and edge distances for bolts and rivets are given in Table

3.3.

Minimum and maximum spacing, end and edge distances for structures subjected to fatigue, see EN1993-r-9.

Table 3.3: Minimum and maximum spacing, end and edge distances

(2)

Distances andspacings,see Figure 3. I

Minimum 1y1u^i-u'nt) 2) 3)

Strucfures made from steels conforming toEN 10025 except steels conforming to

EN 10025_5Structures made fromsteels conforming to

EN 10025-5

Steel exposed to theweather or othercorrosive influences

Steel not exposed tothe weather or othercorrosive influences

Steel usedunprotected

End distance ey 1,2ds 4t+40mm The larger of8r or 125 mm

Edge distance e2 r,2do 4t+40mm The larger of8l or 125 mm

Distance e3in slotted holes I,5ds

a)

Distance eain slotted holes l,5ds

a)

Spacing p1 2,2dsThe smaller ofl4t or 200 mm

The smaller ofl4l or 200 mm

The smaller of14l-i. or 175 mm

Spacing p1,s The smaller ofl4l or 200 mm

Spacing p1.; The smaller of281or 400 mm

Spacing p2 5) 2,4ds The smaller ofl4l or 200 mmThe smaller ofl4t or 2OO rnrn

The smaller oflAt nr 1'7< *

|" Maximum values for spacings, edge and end distances are unlimited, except in the following cases:

I !:::1ry::ion members in order to avoid local buckling and to prevent conosion in exposedI r"mbers and;| - for exposed tension members to prevent corrosion.2) The local buckling resistance of the plate in compression between the fasteners should be calculated

according to EN l9-93-l-,1 using a,6 p,i as buckling length. Local buckling between the fastenersneed not to be checkedif pllt is smaller than 9 e.-Theidge distance strorita not exceed the localbuckling requirements for an outstand element in the compre-ssion members, see EN 1993-l-1. Theend distance is not affected by this requirement.

3) t is the thickness ofthe thinner outer connected part.4) The dimensional limits for slotted holes are given in 2.8 Reference Standards: Group 7." 49. staggered rows of fasteners a minimum line spacing of p, = l,2ds ma! be used, provided that theminimum distance, L, beryggn a,ny two fastgners is greater than 2,4d0, see nigure:.'tL).


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Sil 3.4: Design resistance for individual faste-nwssubiecbd:to s?rear alrd/or**tensionFailure mode Bolts Rivets

Shear resistance Per shearplane

d, -f,o A./k v.Rd =Tuz

- where the shear plane passes through thethreaded portion of the bolt (l is the tensile stressarea of the bolt l.):

- for classes 4.6, 5,6 and 8.8:ct, : 0,6

- for classes 4.8, 5.8, 6.8 and 10.9:cu : 0,5

- where the shear plane passes through theunthreaded portion ofthe bolt (l is the gross crosssection of the bolt): cu = 0,6

- 0,6 .f,, A,f v.Rd :Tuz

Bearing resistance ')'213) ^ ktq-f,,dt,l" u.na: Tuz t

where cu is the smallest of a6 ; U or 1,0;J,

in the direction of load transfer:

perpendicular to the direction ofload transfer:

- for edge bolts: t1 is the smallest of 2,82 - 1,7 or 2,5'do

- for inner bolts: /c1 is the smallest of 1,4 4 -1,7 or 2,5d"

for end bolts: oo = {h t ^rinner bolts: *= h -i

Tension resistance 2) - k2 f,u A,l" r.nci =Tuz

where kz= 0,63 for countersunk bolt,otherwise b = 0,9.

- 0,6 f* A,f t,Rtl =

-

Tuz

Punching shear resistance Bo.no 0,6 r d^ tofu I Y*, No check needed

Combined shear andtension

F".u * F,.ea ar.,F,.n,t lr4 F,,Rrt

') The bearing resistance F6,sa for bolts- in oversized holes is 0,8 times the bearing resistance for bolts in normal holes.- in slotted holes, where the longitudinal axis of the slotted hole is perpendicular to the direction of

the force transfer, is 0,6 times the bearing resistance for bolts in round, normal holes.

') For countersunk bolt:- the bearing resistance Fu,no should be based on a plate thickness I equal to the thickness of the

connected plate minus half the depth of the countersinking.

- for the determination of the tension resistance fl.Rd the angle and depth of countersinking shouldconform with 2.8 Reference Standards: Group 4, otherwise the tension resistance F'pa should be

adjusted accordinglY.3) When the load on a bolt is not parallel to the edge, the bearing resistance may be verified separatelyfor the bolt load components parallel and normal to the end.


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1993-1-8 :2003Final draft05 MaY 2003

L, _ 15dD -1PLf- , 2o0d

... (3.s)

...(3.6)

but Pr,r 5 1,0 and Pr'r > 0'75

(2\Theprovisionin3'8(1)doesnotapply.wherethereisauniformdistributionofforcetransferoverthelength of the joint, e.g. the rransfer "f

.h;;;;. t.rt."n the web and the flange of a section'

Figure 3.7: Long ioints

3.9 Slip-resistant connections using 8'8 or 10'9bolts

3.9.1 Design SliP resistance

(l)Thedesignslipresistanceofapreloadedclass8.Sorl0.gboltshouldbetakenas:

"filf,":" -&. n:'ffif,s.rrtF ._ f;ff' 31i: Tvj- *':

where:

' ft, is given in Table 3'6r is the number of the friction surfacesr,ristheslipfactorobtainedeitherbyspecifict.:'l:':*:frictionsurfaceinaccordancewith2.8

Reference standards: Group l or when relevantas given in Table 3.7'

(2) For class 8.8 and 10.9 bolts conforming with 23 Referencestandards: Group 4' with controlled

tightening in.onio,riirv *itiii.e nerereice standards: Group z-,-ir'"ptttouding force Fp'c to be used

in-equation (3'6) should be taken as:

...(3'7)

Sli=o,zl,ol,


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prEN 1993-1-8: 2003

Table 3,6: Values of ks

Bolts in normal holes.th the axis of the slotillts ifithd oversized holes or short I

.""r,endicular to the direction ofload transfer' ' .' ' - ' -ner ItrtttttLul4l tv rrtvBolts in long slotted f,o o the direction of load

io the direction of load

i el to the direction of load

Class of friction surfaces (see 2'8 ReferenceStandard: GrouP 7)

NOTE 1: The requirements for testing and inspection are given in 2'8 Reference Standards:

Group 7.

NOTE 2: The classification of any other surface treatment should be based on test specimensrepresentative of the surfaces used in the structure using the procedure set out

in 2'8 Reference

Standards: GrouP 7'

NOTE 3: The definitions of the class of friction surface are given in 2'8 Reference Standards:Group 7.

NOTE 4: With painted surface treatments account should made for any loss of pre-load whicboccur over time.

Table 3,7: Slip factor, p, for pre-loaded bolts

3.9.2 Combined tension and shear

(1) If a slip-resistant connection is subjected to an applied tensile force, F,.p,1 or Fled,,e*, in addition to theshear force, Fu,ea or Fn,Ed,**, tending to produce stip, ttre design slip resistance per bolt should be

taken

as follows:

k,, P (Fr,c - 0,8F,.ta,,"*)for acategory B connection: F,,n.r,sew= #

k, n lt (Fr,c - 0,8F,pa )Tut

(3.8a)

... (3.8b)for a category C connection: F,,na =

If, in a moment connection, a contact force on the compression

tensile force no reduction in slip resistance is required'(2) side counterbalances the aPPlied

steel fasteners ec

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