Type of end plate connection connectio n #
Type I
I
End plate connection for beam t o column flange connection
II
End End plat plate e con conne nect ctio ion n for for bea beam m to colu column mn web web conn connec ecti tion on
III
End End plat plate e conn connec ecti tion on for for bea beam m to bea beam m web web conn connec ecti tion on
Category of bolted connection Category A: Bearing type connection Note : End plate connections may be considered as " simple joints" according to EN199311 cla!se #1#$ %1& ' %$& and EN19931( cla!se %1&) %$& ' %3&# T*!s t*e effects of joint be*a+io!r need not be ta,en into acco!nt in t*e analysis of frame
Type I 1#1#-
Type II
Type III
.oin .ointt /*e /*ear ar 0esi 0esist stan ance ce TABE 1: /*ear resistance of end plate Connection 2ode of fail!re
C*ec,
/d01
olt* in *(ear
/AE
/*ear 0esistance 479.81
kN
/d0
End plate in bearing
/AE
1!.!!
kN
/d0"
)upporting member in bearing
/AE
98.!1
kN
/d04
End plate in *(ear 2gro** *ection3
/AE
8"".9
kN
/d0!
End plate in *(ear 2net *ection3
/AE
$"1.71
kN
/d0$
End plate in *(ear 2block *(ear3
/AE
797.!$
kN
/d07
End plate in bending
/AE
N%&
kN
/d08
eam web in *(ear
/AE
99.8!
kN
'(e )(ear re*i*tance and mode of failure of t(e connection i* t(e +alue and mode t(at (a* t(e lowe*t re*i*tance of all po**ible mode of failure. $#$#-
.oin .ointt Tying ying 0esi 0esist stan ance ce TABE $: Tying resistance of end plate Connection 2ode of fail!re
C*ec,
Nd0u01
olt in ten*ion
/AE
$77."8
kN
Nd0u0
End plate in bending
/AE
47."$
kN
Nd0u0"
)upporting member in bending
/AE
47.9$
kN
Nd0u04
eam web in ten*ion C(eck for *trengt( of weld
/AE /AE
7".7
kN
,oc. I,-Code
Tying 0esistance
e+.
Category
-
-
-
3#-
F v ,Ed
-
1
F t,Ed
1. 0ar and tensio C*ec, C*ec, or+Combin Combined ed≤/*ear /*e tension n
F v ,Rd 1. 4 F t,Rd
4
1.
/afe in Combined /*ear ' Tension rom EN199"-1-80 'able ".4
6p 5#5#-
End End 6la 6late te Conn Connec ecti tion on 7eta 7etail ils s g+ End plate 7etails
e1 1
(p
1
e
e1 5
$ mm
6in 5 $ mm
e 5
"! mm
6in 5 $ mm
1 5
7 mm
6in 5 48 mm
" 5
1 mm
Err!4
g+ 5
"! mm
tp 5
1! mm
(p 5
$ mm
bp 5
19 mm
6in 5 7 mm
"
#-
No. of (ori;ontal row of bolt* n 1 5
"
No. of +ertical line* of bolt* n 5
2ain .oint 7ata oint configuration
'ype I
)elect beam )ection ro+ided
:E"&
)elect column )ection ro+ided ?ield *trengt( f y 5
:E"&
@ltimate yield *trengt( f u 5 6inimum *i;e of fillet weld a 5 Correlation factor βw for fillet weld 5
"!
N%mm
rom EN199"-1-10 'able ".1
"$
N%mm
rom EN199"-1-10 'able ".1
8 7 <<
'en*ile *tre** in weld 5
48.$"
/ection ,ept( (
rom EN199"-1-80 'able 4.1
.8
'ype of weld rod u*ed 2 $ << or 7 << 3 5 7 k*i = $.89 5
/!pported beam details
mm
N%mm
/!pporting col!mn details 8E3--A
/ection
8E3--A
9 mm
,ept( (
9 mm
> idt( b
" mm
> idt( b
" mm
'(ickne** of web tw0b1
8.! mm mm
'(ickne** of web tw0c
8.! mm mm
'(ickne** of flange tf0b1
14. mm mm
'(ickne** of flange tf0c
14. mm mm
illet radiu* r &rea & 6oment of inertia Iy
7. mm
illet radiu* r
7. mm
11! mm
&rea &
11! 11! mm
18$ cm4
6oment of inertia Iy
18$ cm4
,oc. I,-Code
e+.
Category
-
-
-
-
-
-
#-
Arade of bolt*
(#(
)i;e of olt* ?ield *trengt( of bolt* f yb 5
2$5-
N%mm
@ltimate ten*ile *trengt( of bolt* f ub 5
(--
N%mm
No*.
,iameter of *(ank d 5 ,iameter of (ole d o 5
$-
mm
$$
mm
55
mm
$5#--
mm
1#--
rom EN199"-1-10 Cl.no $.1
e*i*tance of bolt* γ 6 5
1#$
rom EN199"-1-80 'able .1
e*i*tance for tying γ 60u 5
1#1
rom NCCl )N1!a-EN-E@
/ection Capacity )(ear capacity of *ection 5
7esign orces &ctual factored *(ear force force on beam / Ed 5
√
f ubforce on beam N 5 d a=ial &ctual factored Ed t p ≤
1-#-
6art 6artiial ac actor tor of /afe /afety ty e*i*tance of member or cro** *ection* γ 6 5
&=ial capacity of *ection 5 9#-
-
rom EN199"-1-80 'able ".1
'otal number of bolt* n 5
'en*ile *tre** area of bolt* &* 5
(#-
7etails of Bolts
,iameter of wa*(er d w 5
#-
t f ,c ≤
or
d
√
""4.44
kN
rom EN199"-1-10Cl.no $..$
$4".7!
kN
rom EN199"-1-10Cl.no $.."
".
kN
1".
kN
f ub
2. 8 2.8 f y f y 7!ctility 0e;!irement 2rom NCCI )(ear re*i*tance of a *imple end plate connectionD )N14a-EN-E@3 If t(e *upporting element i* column flange
rom NCCI )N14a-EN-E@
d
√
f ub
't ( pi ≤ ckne** reBuired for ductility tp 5
2. 8
1".18
f y
mm
If t(e *upporting element i* beam of column web flange
=
1#-
.oint int /*e /*ea ar resista istanc nce e
1#1
Bolts in s*ear '(e *(ear re*i*tance of *ingle bolt +0d
=5 )(ear re*i*tance of bolt* /d01
α v f ub A
rom NCCI )N14a-EN-E@
γ M 2
k 1 α b f u d t p
rom EN199"-1-80 'able ".4
94.8
kN
>(ere α/ 5 .$ M 2 5 .8! n +0d 5 479.81
kN
γ
rom EN199"-1-80 )ection ".$.10 Note " )ection ".7
1#$
End plate in bearing '(e bearing re*i*tance of *ingle bolt b0d rom EN199"-1-80 'able ".4 5 >(ere αb 5 6in
e1 "do
<
1 "do
1 4
17!.9 f ub <
f u
kN <
1
rom EN199"-1-80 'able ".4
,oc. I,-Code
e+.
Category
-
-
-
1.7 -
>(ere k1 5 6in
.8
e do
-
.! -
<
-
"
rom EN199"-1-80 'able ".4
'(erefore αb 5
.81
k1 5
=
earing re*i*tance re*i*tance of end plate /d0 5 n b0d 5
k 1 α .! f d t b u 1γ !.!!
kN
5
1$".4
kN
t5
tf0c
M 2 2
1#3 /!pporting /!pporting member member in bearing bearing >(en )upporting element i* column lange '(e bearing re*i*tance of *ingle bolt b0d
.!
1.7 1 "do
>(ere αb 5 6in
>(ere k1 5 6in
.8
f ub
1 4
<
f u
1
<
/d0" 5
e do
< '(erefore αb 5
k1 5=
ear earin ing g re*i re*i*ta *tanc nce e of Colu Column mn flan flange ge 5
2 h.81 p t p
fy
√
.! 1.27 3 γ Mo 98. 98.!1 !1 kN
1#5 =ross section section of End End plate in s*ear s*ear '(e gro** *(ear re*i*tance of end plate 5 /d04
= 2 A V ,net 5
8"".9
f y
√ 3 γ M 2 kN
rom EN199"-1-10 EB. $.18
1# Net section section of End plate plate in s*ear '(e Net *(ear re*i*tance of end plate 5 / d0! rom EN199"-1-10 EB. $.18 5 Net cro** *ectional area of end plate
$"1.71 kN tp 2 (p - n1 do 3
5 5
F 1# Bloc, s*ear s*ear c*ec, c*ec, for End plate plate lock *(ear re*i*tance of end plate 5 / d0$
5
91
/eff0d 5
/eff0d 5
f u &nt
γ 6
Net area *ubected to ten*ion &nt
797.!$
kN
f y &n+ *Brt2"3 γ 6o
rom EN199"-1-80 EB. ".1 or ".1 ".11 1
5 tp 2e - 2 do% 3 3 5
Net area *ubected to *(ear &n+
mm
"$
mm
5 tp 2(p - e1 - 2 n1 -.!3 do 3 /eff0d
5 5
17! "98.78
mm kN
,oc. I,-Code
e+.
Category
-
-
-
-
-
4
1# End plate plate in bending bending 2 W
f
y in plane Note >(en t(e di*tance between cro** centre* i* G (p%1."$0 t(enel t(e effect of γ Mo bending moment in central *ection of t(e end plate became predominant reduce it* P t w and 3 *(ear re*i*tance 2 If *p > 1#3 63 t*e effect of bending ?ill not be predominant =
(
)
−
No need to c*ec, end plate Bending '(e reduced *(ear re*i*tance 5 / d07
5
1498.$8 A V
=
> el 5 5
√
rom EN199"-1-10 )ection $..! 23
f ykN
tp (p3 $ 1$9.
γ Mo kN
1#( /*ear resistance resistance of beam ?eb )(ear re*i*tance beam web 5 / d08 5 k 2f 9ub 9.8 A !s 5 ( M p t 2 w γ 2 5 1 =
Effecti+e *(ear area of web 5 &+
$ $#1
rom EN199"-1-10 EB. $.18 kN mm
.oint ty tying re resistance Bolts in tension 'en*ion 'en*ion re*i*tance of *ingle bolt* 5 t0d0u
rom EN199"-1-80 'able ".4
5 11.9 kN ( 8 n P −2 e w ) M pl ,1, Rd ,u >(ere for tying re*i*i*tance F T , 1, Rd = k 5 2 m.9n − e ( m +n ) p p
'en*ion 'en*ion re*i*tance of bolt* Nd0u01 5 n t0d0u 5 $#$
$77."8
F T , 2, Rd =
End plate in bending
2 M pl , 2, Rd , u + n p
p
∑ F
t ,Rd,u
rom EN199"-1-80 EN199"-1-8 0 'a 'able ble $.
( p 3 − t w , b − 2 0 . 8 ! √ 2 )
p or 6ode
>(ere np 5 6in 2 e D 1.!mp 3
5
!.99
kN
2
M pl, 1, Rd,u = M pl , 2, Rd ,u =
rom EN199"-1-8 EN199"-1-800 'a 'able ble $. 2
1 h p t p 5f u 4 γ M ,u
5
47."$
kN
=
"!.
mm
5
4$.7
mm
11
mm
ew 5 dw % 4 5
4.79
'(erefore Nd0u0 5 6in 2 '010d and '00d 3 $#3 $#3 $#3#1 $#3#1
p
( m p + n p )
or 6ode 1
m =
w
kN
5
47."$
kN-m
kN
/!pp /!ppor orti ting ng memb member er in bend bendin ing g /!ppor /!pportin ting g col! col!mn mn flange flange in bendin bending g T*ic,ness of flange is less t*an End plate) col!mn flange is re;!ired to c*ec, for bending
,oc. I,-Code
e+.
Category
-
-
-
( 8 n P −2 e w ) M pl ,1, Rd ,u F T , 1, Rd = 2 m p n p − e w ( m p + n p )
-
F T , 2, Rd =
2 M pl, 2, Rd n Rd ,u + p
5
( p3 − t w ,b − 2 0 . 8 ! √ 2 )
!".$7
M pl, 1, Rd, u = M pl ,2, Rd ,u =
kN
47.9$
kN
1 h p t p f u = 4 γ M ,u 5
"!.
mm
4$.7
mm
ew 5 dw % 4 5
11
mm
25
4.81
" Rd ,u , 3 = '(erefore N d0u0 5 6in 2 '010d and '00d 3
8 m pl ,Rd ,u 1 − # 1
5
!
rom EN199"-1-80 EN199"-1 -80 'able 'able $.
kN-m
( $ 1+1 .5 ( 1− # 1 )0. 5 ( 1− γ 1 )0 .5
47.9$
/!ppor /!pportin ting g col!mn col!mn@be @beam am ?eb in bendin bending g
m pl , Rd ,u =
'(e tying re*i*tance 5
-
rom EN199"-1-80 EN199"- 1-80 'able 'able $. 5
$#3#$ $#3#$
t,Rd,u
2
>(ere np 5 6in 2 e D 1.!m p 3
( m p +n p )
or 6ode 1
m p = or 6ode
∑ F
-
kN
2
1
f u t w
4
γ M ,u
5
1"9.97
kN
=5
!911."$
N
>(ere
( n1 −1 ) p 1− $1 =
n1 2
do
d c b1 5 "%d c 5 g1 5 do%dc 5
" Rd , u, 4 =
.!1 .9
t w , b1 h p f u γ M ,u
.4!
$#5
Beam ?e ?eb in in te tension '(e tying re*i*tance of beam web 5 rom EN199"-1-80 EB. $. 5
11#1#-
7".7
kN
C*ec C*ec, , for for ?eld ?eld stre streng ngt* t* >eld Hengt( 5 Hw τll 5 )(ea )(earr *tre *tre** ** para parall llel el to a=i* a=i* of weld weld
5
! mm /d0min % 2 .77 = a = Hw 3
⊥ 5 Normal *tre** ⊥ to t(roat due to ten*ion
5 5
11.9! N%mm J Nd0u0min % 2 .77 = a = Hw 3 K%*Brt23
τ⊥ 5 )(ear *tre** ⊥ to a=i* of weld
5
5 5
97.94 N%mm J Nd0u0min % 2 .77 = a = Hw 3 K%*Brt23
5
97.94
N%mm
'(e ,e*ign e*i*tance of t(e illet >eld will be )ufficient if t(e following are bot( )ati*fied i3
J ⊥2 + 3 ( τ⊥2 + τll 2 ) ]0.5
≤
f u / ( βω ∗ γ m)
$3#$ N@mm $3#$ N@mm$ $ 3- N@mm N@mm$ $ illet eld is /!fficient for 0esistance ≤ 0.9 ∗ fu / γ m) ⊥ ii3 9#95 9#9 5 N@mm N@mm$ $ $9# $9#$ $ N@mm N@mm$ $ illet eld is /!fficient for 0esistance
rom EN199"-1-80 EB. 4.1
rom EN199"-1-80 EB. 4.1
,oc. I,-Code
e+.
Category
-
1$#1$#-
-
4
/!mm /!mmar ary y of s*e s*ear ar con conne nect ctio ion# n#
19 mm
m m ! "
$ No* of 6 olt*
m m $ * c w % c o r f m o m * o N 7 " L
$ mm
8 mm weld on bot( *ide 1! mm t(k . plate
"! mm
1 mm
/!pported beam section /!pporting col!mn section
4 4
8E3--A 8E3--A
,oc. I,-Code
e+.
Category
-
-
-
y 5 "! u 5 "$ a*ed on clau*e $.1 213 γ 6o 1.
1 /ection IE&1 IE1 IE&1 IE1 IE&14 IE14 IE&1$ IE1$ IE&18 IE18 IEM18 IE& IE IEM IE& IE IEM IE&4 IE4 IEM4 IE&7 IE7 IEM7 IE&" IE" IEM" IE&"" IE"" IEM"" IE&"$ IE"$ IEM"$ IE&4 IE4 IEM4 IE&4! IE4! IEM4! IE&!
γ 61
1.
γ 6
1.!
"
4
=
*
,g@m $.9 8.1 8.7 1.4 1.! 1.9 1.7 1!.8 1!.4 18.8 1." 18.4 .4 !.1 . $. 9.4 $. ".7 "4." ".7 "$.1 4." "$.! 4. 49." 4" 49.1 !7 !. !7.1 $$ !7.4 $$." 7!.7 $7. 77.$ 9.4 79.4
mm 98 1 117.$ 1 1"7.4 14 1!7 1$ 177 18 18 197 17 "7 4 4 $7 7 74 97 " "4 "7 "" ""4 "!7.$ "$ "$4 "97 4 44 447 4! 4!$ 497
$ tf
7
8
b
! t?
r
A
9 *i
mm !! !! $4 $4 7" 7" 8 8 91 91 9 1 1 1 11 11 11 1 1 1 1"! 1"! 1"$ 1! 1! 1! 1$ 1$ 1$ 17 17 17 18 18 18 19 19 19
mm ".$ 4.1 ".8 4.4 ".8 4.7 4 ! 4." !." $ 4.! !.$ $. ! !.9 $.$ !. $. 7 !.! $.$ 7.! $.1 7.1 8 $.! 7.! 8.! $.$ 8 9. 7 8.$ 9.7 7.$ 9.4 11 8.4
mm 4.7 !.7 !.1 $." !.$ $.9 !.9 7.4 $.! 8 9 7 8.! 9.! 7.7 9. 1. 8." 9.8 1.8 8.7 1. 1. 9. 1.7 1.7 1 11.! 1".! 11.! 1.7 14.7 1 1".! 1!.! 1".1 14.$ 17.$ 14.!
mm 7 7 7 7 7 7 9 9 9 9 9 1 1 1 1 1 1 1! 1! 1! 1! 1! 1! 1! 1! 1! 18 18 18 18 18 18 1 1 1 1 1 1 1
cm$ 8.78 1." 11." 1".1 1"."9 1$.4" 1$.18 .9 19.!8 ".9! 7.1 ".47 8.48 "1.9$ 8.$ ""."7 "7."9 ""."1 "9.1 4".71 "9.1! 4!.9! !".84 4$.!" !".81 $.8" !4.74 $.$1 7.$ $".9$ 7.7" 84.1" 7".1 84.4$ 9$."9 8!.!! 98.8 117.7 11.1
mm 88.$ 88.$ 17.4 17.4 1$. 1$. 14!. 14!. 1$4 1$4 1$4 18" 18" 18" 1.$ 1.$ 1.$ .4 .4 .4 49.$ 49.$ 49.$ 78.$ 78.$ 78.$ "7 "7 "7 ""4.$ ""4.$ ""4.$ "7" "7" "7" 4.8 4.8 4.8 4$8
IE! IEM! IE&!! IE!! IEM!! IE&$ IE$ IEM$ IE7!=147 :E1&& :E1& :E1 :E16 :E1&& :E1& :E1 :E16 :E14&& :E14& :E14 :E146 :E1$&& :E1$& :E1$ :E1$6 :E18&& :E18& :E18 :E186 :E&& :E& :E :E6 :E&& :E& :E :E6 :E4&& :E4& :E4 :E46 :E$&& :E$& :E$ :E$6 :E8&& :E8& :E8 :E86 :E"&& :E"&
9.7 17 9.1 1$ 1" 18 1 1!4 147 1. 1$.7 .4 41.8 14.$ 19.9 $.7 !.1 18.1 4.7 "".7 $". ".8 ".4 4.$ 7$. 8.7 "!.! !1. 88.9 "4.$ 4." $1." 1" 4.4 !.! 71.! 117 47.4 $." 8". 1!7 !4.1 $8. 9" 17 $1. 7$.4 1" 189 $9.8 88."
! !$ !47 !! !!$ !97 $ $1 7!" 91 9$ 1 1 19 114 1 14 18 1"" 14 1$ 148 1! 1$ 18 1$7 171 18 18$ 19 ! 1 4 4 " 4 7 44 ! $ 9 $4 7 8 "1 8" 9
1 1 1 4 $! 1 1 1 1$ 1 1 1 1$ 14 14 14 14$ 1$ 1$ 1$ 1$$ 18 18 18 18$ $ $ 4 4 4 48 $ $ $ $8 8 8 8 88 " "
1. 1 9 11.1 1.7 9.8 1 1! 1". 4. ! $ 1 4. ! $.! 1.! 4." !.! 7 1" 4.! $ 8 14 ! $ 8.! 14.! !.! $.! 9 1! $ 7 9.! 1!.! $.! 7.! 1 18 $.! 7.! 1 18 7 8 1.! 18.! 7.! 8.!
1$ 19 1!.7 17. . 17.! 19 4 17 !.! 8 1 !.! 8 11 1 $ 8.! 1 7 9 1" " 7.! 9.! 14 4 8 1 1! ! 8.! 11 1$ $ 9 1 17 " 9.! 1.! 17.! ".! 1 1" 18 "" 1.! 14
1 1 4 4 4 4 4 4 17 1 1 1 1 1 1 1 1 1 1 1 1 1! 1! 1! 1! 1! 1! 1! 1! 18 18 18 18 18 18 18 18 1 1 1 1 4 4 4 4 4 4 4 4 7 7
11!.! 1"$.7 117." 1"4.4 1!$.1 1"7 1!$ 19$.8 187.! 1!.$ 1.4 $.4 !".4 18.!! !."4 "4.1 $$.41 ". "1.4 4.9$ 8.!$ "."$ "8.77 !4.! 97.! "$.!" 4!.! $!.! 11"." 44.1" !".8" 78.8 1"1." !1.4$ $4."4 91.4 149.4 $."8 7$.84 1$ 199.$ $8.97 8$.8 118.4 19.$ 78. 97.$ 1"1.4 4. 88.91 11.!
4$8 4$8 !1!.$ !1!.$ !1!.$ !$ !$ !$ 719 8 8 8 8 98 98 98 98 11$ 11$ 11$ 11$ 1"4 1"4 1"4 1"4 1! 1! 1! 1! 17 17 17 17 188 188 188 188 $ $ $ $ ! ! ! ! 44 44 44 44 $ $
:E" :E"6 :E"&& :E"& :E" :E"6 :E"4&& :E"4& :E"4 :E"46 :E"$&& :E"$& :E"$ :E"$6 :E4&& :E4& :E4 :E46 :E4!&& :E4!& :E4! :E4!6 :E!&& :E!& :E! :E!6 :E!!&& :E!!& :E!! :E!!6 :E$&& :E$& :E$ :E$6 :E$!&& :E$!& :E$! :E$!6 :E7&& :E7& :E7 :E76 :E8&& :E8& :E8 :E86 :E9&& :E9& :E9 :E96
117 "8 74. 97.$ 17 4! 78.9 1! 1"4 48 8".7 11 14 ! 9.4 1! 1!! !$ 99.7 14 171 $" 17 1!! 187 7 1 1$$ 199 78 19 178 1 8! 1"8 19 ! 9" 1! 4 41 "1 17 4 $ "17 198 ! 91 """
" "4 "1 "1 " "!9 " "" "4 "77 ""9 "! "$ "9! "78 "9 4 4" 4! 44 4! 478 47 49 ! !4 ! !4 !! !7 !71 !9 $ $ $ $4 $! $$8 $7 $9 7 71$ 77 79 8 814 87 89 9 91
" "1 " " " "9 " " " "9 " " " "8 " " " "7 " " " "7 " " " "$ " " " "$ " " " "! " " " "! " " " "4 " " " "" " " " "
11 1 8 9 11.! 1 8.! 9.! 1 1 9 1 1.! 1 9.! 11 1".! 1 1 11.! 14 1 1.! 1 14.! 1 11.! 1.! 1! 1 1 1" 1!.! 1 1.! 1".! 1$ 1 1" 14.! 17 1 14 1! 17.! 1 1! 1$ 18.! 1
19 "9 11 1!.! .! 4 11.! 1$.! 1.! 4 1 17.! .! 4 1" 19 4 4 1".! 1 $ 4 14 " 8 4 1! 4 9 4 1!.! ! " 4 1$ $ "1 4 17 7 " 4 18 8 "" 4 " "! 4
7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 " " " " " " " "
149.1 "".1 94.!8 14.4 1$1." "1 1.! 1"".! 17.9 "1!.8 1$.$ 14.8 18.$ "18.8 117.7 1!9 197.8 "!.8 17.1 178 18 ""!.4 1"$.9 197.! "8.$ "44." 1!.8 11.8 !4.1 "!4.4 1$4.1 $.! 7 "$".7 17!.8 41.$ 8$." "7".7 19.9 $.! "$.4 "8" 18.! 8!.8 ""4. 44." !. ".! "71." 4".$
$ $ 79 79 79 79 97 97 97 97 "1! "1! "1! "1! "! "! "! "! "98 "98 "98 "98 444 444 444 444 49 49 49 49 !4 !4 !4 !4 !88 !88 !88 !88 $"$ $"$ $"$ $"$ 7"4 7"4 7"4 7"4 8" 8" 8" 8"
1 d mm 74.$ 74.$ 9".4 9".4 11. 11. 17. 17. 14$ 14$ 14$ 1!9 1!9 1!9 177.$ 177.$ 177.$ 19.4 19.4 19.4 19.$ 19.$ 19.$ 48.$ 48.$ 48.$ 71 71 71 98.$ 98.$ 98.$ ""1 ""1 ""1 "78.8 "78.8 "78.8 4$
11 dia of bolt mm 61 61 61 61 61 61 61 61 61 61 61 61 61$ 61$ 61$ 61$ 61$ 61$ 61$ 61$ 61$ 6 6 6 6 6 6 64 64 64 64
1 6min
1" 6ma
14 Al
1! Ag
1$ Iy
17 el)y
18 pl)y
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