eurocode3 ppt by engineers ireland
Post on 14-Apr-2015
64 Views
Preview:
DESCRIPTION
TRANSCRIPT
Structural Eurocodes
EN 1993 Design of Steel
Structures
John J Murphy Chartered Engineer
Department of Civil, Structural & Environmental Engineering Cork Institute of Technology
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Designers’ guide to Eurocode 3: Design of Steel Structures
(L Gardner and D A Nethercot) Thomas Telford
Access Steel – website that provides much information on design
to EC3
‘Access Steel is a unique electronic resource to ensure that the
European steel construction community takes maximum advantage
from the commercial opportunities arising from the Eurocodes.
With input from six leading institutes for steel construction in Europe,
it provides harmonised information for clients, architects and
engineers on:
· multi storey commercial buildings
· single storey buildings
· residential construction
· fire safety engineering’
http://www.access-steel.com/
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Partners
Steel Construction Institute (SCI) (UK)
Centre Technique Industriel de la Construction Metallique (CTICM ) (France)
Stalbyggnadsinstutet – Swedish Institute of Steel Construction (SBI) (Sweden)
Rheinish-Westfalische Technische Hochschule Aachen (RWTH) (Germany)
Labein Tecnalia (Spain)
Profilarbed Research (PARE) (Luxembourg)
Sponsors
Arcelor-Mittal, Corus, Peiner Träger, Voest Alpine, Ruuki, Dillinger, SSAB
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
EN 1993-1-1: General rules and rules for buildingsEN 1993-1-2: Structural fire design
EN 1993-1-3: Cold formed thin gauge members and sheeting
EN 1993-1-4: Structures in stainless steel
EN 1993-1-5: Strength and stability of planar plated
structures without transverse loadingEN 1993-1-6: Strength and stability of shell structures
EN 1993-1-7: Strength and stability of plate structures loaded transversally
EN 1993-1-8: Design of jointsEN 1993-1-9: Fatigue strength
EN 1993-1-10: Fracture toughness assessment
EN 1993-1-11: Design of structures with tension components made of steel
EN 1993-1-12: Use of high strength steels
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
IwItIWplWeliy,zAEC3
HJISZrx,yABS5950
tf,t
wdB,hVMNχf
yχ
LTf
yf
yEC3
T,tdB,DVMPpc
pb
py
BS5950
Symbols
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Table 3.1: fy fu
Clause 3.2.6 E = 210000 N/mm2 G ≈ 81000 N/mm2, ν = 0.3
S275: t < 40 mm fy = 275 N/mm2 fu = 430 N/mm2
40 mm < t < 80 mm fy = 255 N/mm2 fu = 410 N/mm2
Material properties taken from EN 10025-2, which gives additional
values for different thicknesses.
So for S275 16 mm < t < 40 mm fy = 265 N/mm2. Table 3.1 is a
simplification of EN 10025-2.
5.5 Classification of cross sections
Table 5.2 {ε = √(235/fy)} Class 1,2,3,4
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
5 Structural Analysis
5.1.1 (2) Calculation model and basic assumptions should reflect
structural behaviour.
5.1.2 (2) Depending on joint behaviour – simple, continuous, semi-
continuous
5.2.1 (3) First order analysis when αcr = Fcr/FEd ≥ 10 elastic analysis
15 plastic analysis
Fcr: Elastic critical buckling load FEd: Design load
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Ed
y
N
Af3.0<λ
EdHEd
Ed h
V
H
,δ
EdHEd
Ed h
V
H
,δ
which translates as NEd/Ncr ≤ 0.09
HEd: Design horizontal load at bottom of storey
VEd: Design vertical load at bottom of storey
h: Storey height
δH,Ed: Horizontal displacement of top of storey
relative to bottom of storey
providedEd
y
N
Af3.0<λ
EdHEd
Ed h
V
H
,δ
5.2.1(4) For portal frames and beam-column plane
frames, providing axial compression in beams/ rafters is
not significant,
αcr =
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
5.2.2 Structural stability of frames
5.2.2 (3) b) Second order effects accounted for partially by
global analysis and partially through individual member
stability checks according to 6.3
5.2.2 (5) If αcr ≥ 3, amplify all horizontal loads by
crα11
1
−
Second order effects likely to arise in unbraced structures
and in bracing design of braced structures
If αcr < 3, second order analysis is necessary
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
( )m
115.0 +
5.3 Imperfections
5.3.2 (3) a) Global initial sway imperfection: φ = φ0 * αh * φm
φ0: Initial value =1/200
αh: Reduction factor for column height = 2/√h (2/3 ≤ αh ≤ 1)
(h: structure height)
φm: Reduction factor for number of columns in a row =
Recommendation (SCI) - use φ0 i.e let αh = φm = 1.0
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
which translates as NEd/Ncr ≤ 0.25
Use equivalent horizontal forces (EHF’s) for
all load combinations
Ed
y
N
Af5.0<λ
5.3.2 (3) b) Relative initial local bow imperfection (Table 5.1)
5.3.4 (1) ..taken into account using checks in 6.3 provided
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
6 Ultimate limit states
6.1 Material factors γM
γM0 = 1.00 (cross-sections) γM1 = 1.00 (Buckling)
γM2 = 1.25 (Fracture) (1.1 in UK)
6.2.3 Tension
(1) NEd ≤ Nt,Rd
(2) Npl,Rd = Afy/γM0 gross section
(3) Nu,Rd = 0.9Anetfu/γM2 bolt holes
EN 1993-1-8: 4.13(2) For equal angle leg or unequal angle
connected (by welding) by its larger leg Aeff = Agross
EN 1993-1-8: 3.10.3(2) Nu,Rd – formulae for resistance of angle
connected through one leg using 1,2 or 3+ bolts
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
6.2.4 Compression
(1) NEd ≤ Nc,Rd
(2) Nc,Rd = Afy/γM0 (class 1,2,3)
Aefffy/γM0 (class 4)
EN 1993-1-5 Clause 4.4:
Aeff is determined by excluding ineffective portion of
section.
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
6.2.5 Bending moment
(1) MEd ≤Mc,Rd
(2) Mc,Rd = Mpl,Rd = Wplfy/γM0 (class 1,2)
Wel,minfy/γM0 (class 3)
Weff,minfy/γM0 (class 4)
(4) Fastener holes in tension flange may be ignored provided:
Af,net 0.9fu/ γM2 ≥ Af fy/ γM0
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
6.2.6 Shear
(1) VEd ≤ Vc,Rd
(2) Vpl,Rd = Av(fy/√3)/γM0
(3) I section Av = A – 2btf + (tw + 2r)tf but not less than ηhwtw
(6) Shear buckling if hw/tw > 72ε/ηη may be conservatively taken as 1
EN1993-1-5 Clause 5.1 Note 2: η = 1.2 up to and including S460;
otherwise 1
6.2.8 Bending and shear
(2) VEd1 ≤ 0.5Vpl,Rd – no effect on Mc,Rd
(3) Reduced moment resistance: reduced design yield strength (1-ρ)fy
2
,
12
−=
Rdpl
Ed
V
Vρ
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
1,,
,
,,
,≤
+
βα
RdzN
Edz
RdyN
Edy
M
M
M
M
6.2.9 Bending and axial force
6.2.9.1 Class 1 and 2 cross-sections
(4) Axial force can be ignored:
yy axis: if NEd ≤ 0.25Npl,Rd and NEd ≤ 0.5hwtwfy/γM0
zz axis: if NEd ≤ hwtwfy/γM0
(5) Values of reduced moment capacities: MN,y,Rd, MN,z,Rd
(6)
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Conservative alternative for all sections: 6.2.1 (7)
1,
,
,
,≤++
Rdz
Edz
Rdy
Edy
Rd
Ed
M
M
M
M
N
NEq 6.2
As buckling is generally critical and will ‘override’ Eq.
6.2, the more exact equations in 6.2.9 need not generally
be considered.
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
6.3 Buckling resistance of members
Elastic buckling theory (Euler)
Ncr = π2EI/l2 for ideal strut
This value is modified by various imperfections:
Geometric imperfections (initial curvature)
Eccentricity of loading
Residual stresses (‘locked-in’ due to differential cooling)
Non-homogeneity of material properties
End restraints
These are taken into account in the Perry-Robertson formula
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
EC3 provides solution for this equation. Effectively σcr = χfy
}{ EyEy
Ey
cr σσσησσησ
σ −++−++
= 2)2/))1(((2
)1(
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
6.3.1 Uniform members in compression
6.3.1.1 Buckling resistance
(1) NEd ≤ Nb,Rd
(3) Nb,Rd = χAfy/ γM1 (class 1,2,3)
χAefffy/ γM1 (class 4)
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
2.0≤λ
22
1
λϕϕχ
−+= [ ]22 )2.0(15,0 λλαϕ +−+=
cr
y
N
Af=λ
cr
yeff
N
fA=λ
6.3.1.2 Buckling curves
(1)
(but ≤ 1)
(class 1,2,3)
α: imperfection factor (Table 6.1) (Table 6.2)
Ncr: Elastic critical buckling load
χ (chi) can also be obtained from Figure 6.4
(4) If
(class 4)
2.0≤λcrEd NN 04.0≤( ) buckling effects can be ignored
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
1λλλ =
6.3.1.3 Slenderness for flexural buckling
fcr = Ncr/A = π2EI/Al2 = π2EAi2/Al2 = π2E/λ2
Letting fcr = fy limiting slenderness λ1 = π (E/fy)0.5 = 93.9ε
λ = Lcr/iz
cr
y
N
Af
(ratio of actual slenderness to slenderness at boundary between
yielding and elastic buckling) = π(E/fcr)0.5/ (π(Efy)
0.5) = (fy/fcr)0.5
=
: non-dimensional slenderness
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
5.0
2
2
2
2
+=
z
tcr
z
w
cr
zcr
EI
GIL
I
I
L
EIM
π
π
gg
z
tcr
z
w
wcr
zcr zCzC
EI
GIL
I
I
k
k
L
EICM 2
5.0
2
22
22
2
2
1 −
++
=
π
π
6.3.2 Uniform members in bending
Beam behaviour analogous to column behaviour
Beam subject to equal moments at each end
This is expanded to:
for other load situations.
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Mcr: Elastic critical buckling load
C1, C2, k, kw: constants
zg: Eccentricity of load relative to centroid of beam
(destabilizing load)
C1: depends on moment diagram
k, kw: depend on support conditions (generally 1)
C2: does not apply when zg = 0 (non destabilizing
loads)
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
NCCI SN003a-EN-EU and NCCI SN006a-EN-EU (cantilevers)
provide information on calculation of Mcr.
Program to calculate Mcr can be downloaded from
http://www.cticm.eu
The results for buckling and lateral torsional buckling are similar to
those in BS5950 (Annex C – buckling (exact), Annex B – lateral
torsional buckling)
6.3.2.1 Buckling resistance
(1) MEd ≤Mb,Rd
(3) Mb,Rd = χLTWyfy/γM1
Wy = Wpl,y (class 1,2) Wy = Wel,y (class 3) Wy = Weff,y (class 4)
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
22
1
LTLTLT
LT
λϕϕχ
−+=
( )[ ]222.015,0 LTLTLTLT λλαϕ +−+=
cr
yy
LTM
fW=λ
4.0≤LTλ crEd MM 16.0≤
6.3.2.2 Lateral torsional buckling curves – General case
(1)(but ≤ 1)
αLT: imperfection factor (Table 6.3) (Table 6.4)
(3) χLT can also be obtained from Figure 6.4
(4) If ( )buckling effects can be ignored
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
NCCI SN002a: Simplified assessment of
11
9.01
λ
λλ z
LTC
= where λz = Lcr/iz, λ1 = π√(E/fy)
1.3481.365pinned, central P
1.1271.132pinned, udl
2.552.752-1
2.572.927-.75
2.332.704-.5
2.052.281-.25
1.771.8790
1.621.563.25
1.311.323.5
1.141.141.75
1.001.0001
C1 (SN003a)C1 (Designers’ Guide)Ψ (= M1/M
2)
C1 = 1.88 – 1.4ψ + 0.5 ψ2 (C1 ≤ 2.70)
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
22
1
LTLTLT
LT
λβϕϕχ
−+=
2
1
LTλ
[ ]2
0,
2)(15,0 LTLTLTLTLT λβλλαϕ +−+=
4.00, =LTλ
75.0=β
6.3.2.3 Lateral torsional buckling curves for rolled
sections or equivalent welded sections
(1) For members in bending (beams)
but ≤ 1 and ≤
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
[ ]2)8.0(0.211(5.01 −−−−= LTckf λ
αLT: imperfection factor (Table 6.3) (Table 6.5)
(2) χLT,mod = χLT/f (≤ 1)
kc: Table 6.6
6.3.2.3 used for rolled sections of ‘standard’ dimensions
6.3.2.2 can be used for all sections including plate girders
(bigger than ‘standard’ sections), castellated and cellular
beams
(≤ 1)
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
1,,
,
,
,
,,
≤++Rdzc
EdZ
yz
Rdb
Edy
yy
Rdyb
Ed
M
Mk
M
Mk
N
N
1,,
,
,
,
,,
≤++Rdzc
EdZ
zz
Rdb
Edy
zy
Rdzb
Ed
M
Mk
M
Mk
N
N
6.3.3 Uniform members in bending and compression
For Class 1,2,3 sections, Equations 6.61 and 6.62 reduce to:
Eq. 6.61
Eq.6.62
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
k values in Annex A, Annex B.
Annex A is more precise (French-Belgian)
Annex B is easier to use (Austrian-German)
Table B.3:
If ψ =1 (uniform moment in column – no lateral load on column)
Cmy = Cmz = CmLT = 1
If ψ =0 (M varies from 0 to Mmax – no lateral load on column) Cmy
= Cmz = CmLT = 0.6
Members susceptible to torsional deformations:
(Table B.2/ Table B.1)
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
−−
−−=
Rdzb
Ed
mLTRdzb
Ed
mLT
zzy
N
N
CN
N
CMAXk
,,,, )25.(
1.01,
)25.0(
1.01
λ
+
−+=
yRdb
Edmy
Rdyb
Edymyyy
N
NC
N
NCMINk
,,,
8.01,)2.0(1 λ
+
−+=
Rdzb
Edmz
Rdzb
Edzmzzz
N
NC
N
NCMINk
,,,,
4.11,)6.02(1 λ
kyz = 0.6kzz kzy = 0.6kyy
(Table B.2/ Table B.1) 4.0<zλ (I sections)
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
For columns in simple construction N generally dominates,
UC sections are less likely to buckle about yy axis →Equation 6.62 likely to be critical.
As N dominates, k values can be chosen conservatively
Access Steel (NCCI SN048b-EN-GB) suggests kzy= 1, kzz=
1.5 (conservatively)
15.1,,
,
,
,
,,
≤++Rdzc
EdZ
Rdb
Edy
Rdzb
Ed
M
M
M
M
N
N
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
7 Serviceability limit states
Deflections to be agreed with client – BS5950 values proposed in
UK National Annex
Guidance is also provided in NCCI SN034a-EN-EU
Cantilever: Length/180
Beams carrying plaster or other brittle finish: Span/360
Other beams: Span/200
Horizontal deflection limits also provided
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
EN 1993-1-8 Design of Joints
Table 2.1 Partial safety factors for joints
Bolts, Plates in bearing, Welds γM2 = 1.25 (UK: 1.5 for grade 4.6)
Slip resistance at sls γM3,ser = 1.1
Preload of high strength bolts γM7 = 1.1
2.5 Design Assumptions (1) Joints should be designed on the
basis of a realistic assumption of the distribution of internal
forces and moments. Identify a load path through the joint and
check ‘all links in chain’.
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
2.7 Eccentricity at connections
Table 3.1 Bolt strength fy, fu
3 Connections made with bolts, rivets or pins
3.1.2 Preloaded bolts
Table 3.2
Bearing: Fv,Ed ≤ Fv,Rd Fv,Ed ≤ Fb,Rd
Slip (sls): Fv,Ed,ser ≤ Fv,Rd,ser Fv,Ed ≤ Fv,Rd Fv,Ed ≤ Fb,Rd
(use grade 8.8 or 10.9)
Tension: Include prying action
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Table 3.3 End, edge distances (e) Spacings (p)
(d0 – bolt hole diameter)
e1, p1: Parallel to load e2, p2: Perpendicular to load
3.6.1 (2) Preload in bolts: Fp,Cd = 0.7 fub As / γM7
(10) Single lap joints with one bolt row
(12) Bolts through packing
Table 3.4 Design resistance
Shear resistance Fv,Rd = αv fub As/ γM2 αv = 0.6 or 0.5
Bearing resistance Fb,Rd = k1 ab fu d t/ γM2
ab = Min. (ad, fub/fu, 1) end bolts ad = e1/3do
inner bolts ad = p1/3do – 0.25
k1 = Min. (2.8 e2/do -1.7, 2.5) edge bolts
k1 = Min. (1.4 e2/do -1.7, 2.5) inner bolts
Tension & Combined Shear and Tension also included
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
3.8 Long joints
3.9 Design slip resistance Fs,Rd = (ksnµ)Fp,C)/ γM3
ks = 1 for bolts in normal holes (Table 3.6)
n is the number of friction surfaces
µ: slip factor (Table 3.7)
Class A: shot/ grit blasted, spray metallised with aluminium or zinc
based coating certified to provide a slip factor of 0.5
Class B: shot/ grit blasted, painted with alkali-zinc silicate paint to
produce a thickness of 50 – 80 µm
Class C: wire brushed or flame cleaned
Class D: untreated
3.10.2 Design for block tearing
(2) Veff,1,Rd = fu Ant / γM2 + (1/√3)fy Anv/ γM0 Eq 3.9
(3) Veff,2,Rd = 0.5 fu Ant/ γM2 + (1/√3)fy Anv/ γM0 Eq 3.10
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Section 4 Welded connections
4.5.2 Effective throat thickness
4.5.3.2 Directional method
4.5.3.3 Simplified method for the design resistance of fillet weld
(1) Fw,Ed ≤ Fw,Rd
(2) Fw,Rd = fvw,d * a (throat thickness) = 0.7 * leg length
(3) fvw,d = fu/(√3 *β * γM2) β: Table 4.1 (= 0.85 for S275)
5 Analysis, classification and modelling
Table 5.1 Joint modelling
6 Structural Joints connecting H or I sections
Table 6.1 Basic joint components
Table 6.2 Design resistance of a T-stub
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
=
2
,,
0,
1,
jd
Edj
fccjd
Edj
cf
N
bhf
NMAXA
Column Base plate
6.2.8.2, Figure 6.19
6.2.5 Equivalent T-stub in compression
(3) FC,Rd = fjd * beff * leff
(7) fjd = βj FRdu/ (beff leff) βj = ⅔EN 1992-1-1 Clause 3.1.6 (1) fcd = αcc fck / γc; αcc = 1, γc = 1.5
NCCI SN037a fjd = βj * α * fcd (α = 1.5)
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
y
Mjd
pf
fct
03 γ=
Large projection
Short projection (when Ac,0 < 0.95bh) base plate
Select plate dimensions – determine c (Figure 6.4)
Min. outstand: tf
6.2.5(4)
y
Mjd
pf
fct
03 γ=
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
0.15.0
≤Fλ
cr
ywwy
FF
ftl=λ
w
wFcr
h
tEkF
3
9.0=
EN 1993-1-5 Plated structural elements
Section 6 Resistance to transverse forces (web bearing and
buckling)
Figure 6.1 kF
6.2 Design resistance FRd =(fywLefftw)/ γM1
Leff = χFly
6.3 Length of stiff bearing
6.4 Reduction factor χF =
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Fλ
Fλ
212
2
1 ,2
mmtlmt
lmtl fe
f
efe +++
++
csbuthf
Etkl s
wyw
wFe +≤=
2
2
6.5 Effective loaded length
m1 = fyfbf/fywtw
m2 = 0.02 (hw/tf)2 if > 0.5,
ly is the minimum of:
6.6 Verification 1/)( 1
2 ≤=Mweffyw
Ed
tLf
F
γη
≤ 0.50 if
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
vveff λλ 7.035.0, +=yyeff λλ 7.050.0, += zzeff λλ 7.035.0, +=
Effective lengths
Truss members: EN 1993-1-1:
Annex BB.1.1: Lcr = L (for chord members)
Annex BB.1.2 (angles as web members):
Members in compression – ends held in position (BS5950 – in
absence of EC3 guidance)
1.0LNot restrained in direction at either end
0.85LRestrained in direction at one end
0.85LPartially restrained in direction at both ends
0.7LBoth ends effectively restrained in direction
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Members in bending – compression flange laterally
restrained, nominal torsional restraint against rotation
about longitudinal axis at supports (NCCI SN009a)
1.0Both flanges free to rotate on plan
0.85Compression flange partially restrained
against rotation on plan
0.8Both flanges partially restrained against
rotation on plan
0.75Compression flange fully restrained
against rotation on plan
0.7Both flanges fully restrained against
rotation on plan
KSupport conditions
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
NCCI SN005a:
Simple construction – assume loads applied at 100 mm
from face of column (flange or web). Resulting moment
can be distributed between upper and lower levels in
accordance with stiffness
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
End Plate NCCI: SN013, SN014
Use full depth end plate if VEd > 0.75 Vc,Rd
Min. number of bolts = VEd/75
Plate dimensions
14020010> 500 mm
901508, 10< 500 mm
Cross-centres
(mm)
bp
(mm)
tp
(mm)
Beam
depth
Weld size (S275):
1086Leg length (mm)
75.54Throat (mm)
15129Beam web (mm)
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Bolts in shear: Shear resistance multiplied by 0.8 to account for
presence of some tension in bolts
End plate in shear (gross section): Shear resistance divided by
1.27 to allow for bending moment in plate
Weld design: Shear resistance divided by 1.27 to allow for
bending moment in plate
End plate in shear (block shear): may need to consider Veff,1,Rd
(3.10.2 (2)) and Veff,2,Rd (3.10.2 (3))
End plate in bending – when bolt cross-centre distance is large,
bending in plate reduces shear resistance
Beam web in shear to be checked for depth = plate depth
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Weld design a ≥ 0.39tw,b1
Ductility requirements:
py
ubp
f
fdt
,8.2≤
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
Department of Civil, Structural & Environmental Engineering Cork
Institute of Technology
top related