Beam Penetration PEN-001 v1.1

8/11/2019 Beam Penetration PEN-001 v1.1

1/93

Check of Beam with Circular Penetrations: PEN-001

I Assumptions:

1.0

2.0

3.0

4.0 Conservatively, all openings are checked considering no reinforcement. Whereas, Strctral det

II Sectional Properties and Forces

aterial properties

"aterial yield stress# $ 33%.0

&ong's modls# ( $ 210000.0

"aterial factor# $ 1.1%

)oisson's ratio# $ 0.30

Sectional properties of !eam "without penetration#$

h b

1200 4%0 1* 30

+ength of eam -overall# $ *.400

Cross/section area# $ 4%20.0

"oment of inertia of section# $

1.1%(10

(lastic section modls# $

1.11(0

)lastic section modls# $

2.11(0

)lastic moment capacity# $

32%.1

orsional rigidity of eam# $ 10311

Assumed Section Class:

We5 c6t $ 2.0

7 .%

8o concentrated load is applied !ithin inflence 9one 'a9' -section :.2. If concentrated load e;isand go to section '


2/93

@lange5 c6t $ .*

7 .%


3/93

Sectional Forces at location of penetration "from SACS#$ SACS

"aBor ending moment# $ 100.*3

:;ial force# $ 312.0

ori9ontal shear force# $ 1%.20

Dertical shear force# $ 33.1

"a;imm =elative Eeflection# F $ 4.*

em!er stress at location of penetration "from SACS#$

:ctal

(ler ckling# (ler $ 0.00

:;ial# @a6@t $ .%*


4/93

Anne/ N "Euro Code#

il sho!s reinforcement.

86mmH

86mmH

-Cl. %.1.1

r

12 mm

m

4.%(0*

2.03(0 Flanes onl

3.13(0 1.%*0(0 3.04(0

11. k8/m 401.2 **4.* k8/m

0.0

-$ *3 //////////J (e! is Class )

s, then skip section ':' -!ithot intermediate stiffener

ns located frther from the opening than the additionaless -section :.2 ? section :.3.

tions located frther from the opening than the

mm2

I9

mm4

We9

mm3

Wpl,9

Wpl,y

Wpl,9

mm3 mm3

"p9

"py

"p9

mm4


5/93

(= 9) //////////J Flane is Class 1


6/93


7/93

7 OF 93

A% Check without (e! 'einforcement

A%1 Criteria for 2eometr of (e! Penetration "N%)%1%1#

Check 1: -Clase 8.1.-*

$ 44.%$ 432.%

Check 1a5 K

Check 13.% 7 12.%Bucklin ch

Check 15 Check for reLirement of transverse stiffener to prevent the possiility of the compr

ransverse stiffener not reLired if5

Criteria KCheck 3.3 7 2%.*

Where, the area of compression flange

the area of nperforated !e

Check ): -Clase 8.1..2-3

Mnstiffened !es of tees aove and elo! !e openings shall e at least Class 3.

$$ 0.*4

he compression tee, formed y the compression flange and the adBacent portion of the !e aove or memer for ckling in the plane of the !e if the ckling length '0.% d

o' of the tee e;ceeds three times

h1 $ d1 tfh2 $ d2 t

f

Criteria


8/93

8 OF 93@or Class 2

Criteria K

Check 11.1 7 4*2.4

>=

Criteria K

$

$ 30.%

@or Class 3

Criteria K

Check 11.1 7 %42.

>=

Criteria K

Check ,: Criteria J

Eepth of !e# $ 1140.0

Check $ 3.3

Check 6: &imensions of an indi7idual we! openin

Check 4.15 Criteria do K

Check for dia. of opening# do $ 23.0

Check 4.25 Criteria d1 Q

Criteria d2 Q

Eepth of top !e -aove penetration# d1 $ 44.%

Eepth of ottom !e -elo! penetration# d2 $ 402.%

Check 8: Eccentricit of an openin "in compression 9one# e0

(ccentricity criteria# K

Check $ 31.0

N34E 1: (ccentricity of more than 142.%mm is allo!ed in tension 9one if aove check 4.2 is

0. do 32 t!

!c

!c min-d1, d2 / r

0. do 3 t!

!c

d!6t

!

d!

d!6t!

0.* d!

0.1 d!

0.1 d!

e0 0.12% d!e0

361

10

!

0.

It

It

361

14

!

0.

It

It


9/93

9 OF 93Check ;: inimum clear width w of we! "!etween two ad


10/93

10 OF 93


11/93

11 OF 93A%, Shear 'esistance "N%)%1%,#:

$

$ Where# R

$ 24.1 k8

)lastic Shear resistance of the nperforated cross/section -%.4.

$ )lastic Shear resistance of the nperforated cross/section -%.4.

$$ 34%1.1% k8

@or !elded I, sections !ith load parallel to !e# :v $

$ 20%20.0

$$ 2%01.% k8

Shear ckling resistance of nperforated cross/section -%..3

$ Shear ckling resistance of nperforated cross/section -%..3

$

$ =esistance of memer to ckling

$ 1.1%

$ 32*.%0 k8

$ We slenderness

$ $

$

$ 0.*%

$ r eyond the distance 'a

t' to the ne;t transverse stiffener, if this less.

Shear resistance of perforated cross-section *o> 'd

Do, =d Do, pl, =d

Dpl, =d

:v -fy6 3 6 T"0

d!Nt

!

Shear !ucklin resistance of perforated cross-section *o> !a> 'd:

Do, a, =d Da, =dN -1 / d06d!

Da, =d

d!t

!

a6 T

"1

Where# T"1

Da, =d

a

-)ost / critical shear strength5

U!

O-fy!

636crP 0.% Where#

cr

d!6t

!

3.4 k

Where# k

Where# a

fy!

6 3 When U!K 0.*

1

3

ft0.9dV

M0

yw0

Rdpl, +


12/93

12 OF 93$

$

$ 1*4.3%

$ "inimm of -i and -ii

$ 2%01.% k8

$ ?' $

A%6 oment 'esistance "N%)%1%6#:

O1/0.2%-U!/0.*P-f

y!6 3 When 0.* 7 U

!7 1.2

O0.6U!P -f

y!6 3 When U

!Q 1.2

ence# a 86mm

2

Do, =d

*sd *o> 'd

=edction in moment resistance de to an individal !e opening may e neglected at cross/sections loadditional length 'a

p' of inflence 9one.


13/93

13 OF 93A%6%1 @n-plane moment

"oment resistance of perforated cross/section '"o, =d' -acconting effect of Shear @orce

$ Shear resistance of perforated cross/section$ );=6%1+ kN

Criteria @or Class 1 ? 2 cross/sections5

$

$ %%. k8/m

t K

K 1.20 k8/m

ence, $ minimm of -iii and -iv

$ 8+8=%+= kN-m

Criteria @or Class 3 cross/sections5

$

$ %32.%* k8/m

t K

K %%3*.* k8/m

ence, $ 8,);%8. kN-m

!ith $$ 0.312

$

$ 1.0

Where# $ Second moment of area of nperforated cross/s

$ 1.1%(10

$ (lastic resistance moment of nperforated cross

$ %%.0 k8/m$ )lastic resistance moment of nperforated cross

$ 32%.1 k8/m

$ )lastic "odls of nperforated cross/section

$ 21121.4

Check :

$ ?' $

A%6%) 3ut-of-plane moment

)roperties of section -aot minor a;is

*o>'d

"o, =d "pl, =d -1 / 0.22% t!d0-0.d0 4e06Wpl / 1Dsd6D

"o, =d "pl, =d -1 / 0.2% t!d0-d0 4e06Wpl

o> 'd

"o, =d "el, =d-1 / t!-0.d0 2e03612I

y/ V

1Dsd6Do, =d V

2

"o, =d "el, =d-1 / t!-d0 2e03612I

y

o> 'd

V1 0.2% t!d!2O1 1.3%-0. / 0.d06d! a06d!P 6 Wpl

V2

1.12% / 0.001 a06t

! -for a

06t

!J 12%

-for a06t

!K 12%

Iy

mm4

"el,=d

"pl,=d

Wpl

mm3

"oment resistance of perforated cross/section '"o, =d' J "oment at section

"y,(d 6 "o, =d


14/93

14 OF 93)lastic section modls of n/perforated section# $

)lastic section modls of perforated section# $

>t of plane ending stress from S:CS $


15/93

15 OF 93A%6 A/ial 'esistance:

:rea of n/perforated section $

:rea of perforated section $

:;ial stress from S:CS $

Increased a;ial stress de to perforation $

$

?' $

A%8 Euler !ucklin 'esistance:

)ermissile (ler's ckling stress $

Second moment of area of n/perforated section# $

Second moment of area of top ee# $

Second moment of area of ottom ee# $

:rea of n/perforated section# $

:rea of top ee# $

:rea of ottom ee# $

(ler's stress from S:CS (ler $Increased a;ial stress de to perforation $

)ermissile (ler's ckling stress in top ee $

$

?' $

A%; Com!ined ?':

Bn A/ $

A%= &eflection :

Second moment of area of n/perforated section# $

Second moment of area of perforated section# $

Eeflection of n/perforated section from S:CS# F $Eeflection of perforated section from S:CS# $

:;

:o,;

@a

@o,a

(perm

I9

I9t

I9

:;

:;t

:;

(lero

(perm,t

Iy

Iyo

Fo


16/93

16 OF 93$

)ermissile deflection# $

?' $

+6 200


17/93

17 OF 93

mmmm

mm eck of compression flane in plane of we! N34 re5uired%

ssion flange ckling in the plane of the !e.

ence> 4rans7erse stiffeners N34 re5uired%

$ 13%00

$ 20%20

elo! an opening, shold e checked as a compressionits minimm overall depth h

1or h

2.

.4%do6 d!PO:!6 :fcP0.%

mm2

mm2

EL1

EL2

EL3

Y

hp

0

d1

d2aph2

h1


18/93

18 OF 93

mm

mm(e! of tee is Class )> ence 3%

mm

-Clase 8.2.1.1.-2

mm

J %.* -$ ence> (e! stiffeners re5uired at support%

-Clase 8.2.1.1.-3

K 12.0 mm

3penin dia% is 3%

-Clase 8.2.1.1.-3

mm J 114.0 mm

mm J 114.0 mm

Centerline heiht is 3%

-Clase 8.2.1.1.-4

mm K 142.% mmEccentricit is 3%

satisfied.

2

o

!

2

o

!


19/93

19 OF 93

ted only for geometry.

t, ! Q

e of nperforated !e

k8

mid length of !e opening

k8

mm

mm

mm J 40.% mm

ence spacin !etween ad


20/93

20 OF 93


21/93

21 OF 93

$

$ 40.0

.-i

.-ii

(lastic critical shear strength

t no inetrmediate transverse stiffeners.

ted frther from the opening than the additional length 'ap' of

mm2

( )( )

2

0w0

2

0

2

0w

0.9ddd

4e0.9dd3.7

+


22/93


23/93

23 OF 93

.-iii

.-iv

1%.1

12% $ 104.

ction

section -%.4.%.1 -2

section -%.4.%.1 -1

0%1= ence 3

o, =d

a06t

!$


24/93

24 OF 933.13(0

3.11(0

0.

@9 N

0.**

0%00) ence 3

mm3

mm3

86mm2

Wpl,9Wo,pl,9

86mm2


25/93

25 OF 93

4%20.0

420.0

.%*

.34

0%0)8 ence 3

4%0

4.%(0*

2.2*(0*

2.2*(0*

4%20.0

21861

20745

0.00.34

4**.*

0%018 ence 3

0.21 ence 3

1.1%(10

1.14(10

4.* mmF N

mm2

mm2

86mm2

@aN :;

:o,;

86mm2

O2( I 6 -k+2P 6 : $ 86mm2

I 6 :

mm4

mm4

mm4

mm2

mm2

mm2

86mm2

86mm2

(perm

N -I9t6 :

;t

-I96 :

;

86mm2

mm4

mm4

Iy

Iyo


26/93

26 OF 934.* mm

42.0 mm

0%11; ence 3


27/93

B 'esistance of !eams with intermediate trans7erse we! stiffeners

B.1 @nput

= 300.0 mm

B.2 2eneral re5uirements

Check 1: (Clause .1.7.2(3!!

Mnstiffened !es of tees aove and elo! !e openings shall e at least Class 3.

Note: *alid onl for Class 1 D ) sections%

"pa#$%& (s')te)! *etwee% ed&e f pe%et)at$% a%d $%et)med$atet)a%s+e)se st$ffe%e) as

Z

b

tf

d!

tw

b!

hY

Z

0

d1

d2

dw

"#p $l%

&!a'$%!$$t#'!$ f!

p't!at#'$

a0ap ap

a$ a$


28/93

- =

= 0.4

@or Class 2

C)$te)$a /

C'e# 191.1 42.4 mm

R

C)$te)$a /

=

= 402. mm

Web of tee

@or Class 3

C)$te)$a /

C'e# 191.1 42.7 mm

R

C)$te)$a /

(23 5 y!

0.7 d 32 - tw

*w#

*w#

m$%(d1, d

2!

0.7 d 36 - tw

*w#

236

1

10

o

!

!

0.d

It

It

236

1

14

o

!

!

0.d

It

It


29/93

Check ): (e! slenderness 390-390- = 326.6

Eepth of !e = 1140 mm= 63.3 326.6

He

dw5t

w

dw

dw5t

w


30/93

Check ,: Clearance from flane and stiffener

Check 3.15

d1 (Clause .2.1.1.(3!!

d2

8ept' f tp we* (a*+e pe%et)at$%! d1 = 464. mm 1

8ept' f *ttm we* (*elw pe%et)at$%! d2 = 402. mm 1

Check 3.25

= 300.0 mm

Check 6: Stiffener spacin a / a / f) #e%t)al pe%$%&/ a / f) e##e%t)$# pe%$%&

Clea) spa#$%& *etwee% $%te)med$ate t)a%s+e)se st$ffe%e)sa = 1140.0 mm

ence, = 1.0

Stiffener spacing Cec!

f) #e%t)al pe%$%&f) e##e%t)$# pe%$%&

Check 8: Si9e of openin do / f) #e%t)al pe%$%&.

/ f) e##e%t)$# pe%$%&.

:'e $%#l$%at$% f t'e te%s$% f$eld ; == 0.40 )ad$a%s


31/93

= 60. mm 273.0= 342.0 mm 273.0

dwCs; > a "$%;

0.3 dw


32/93

Opening si"e Cec!

f) #e%t)al pe%$%&

f) e##e%t)$# pe%$%&

N34E 1: :)a%s+e)se we* st$ffe%e)s s'uld *e p)+$ded w'e)e supp)t )ea#t$%s ) t'e) s$&%$f$#a%t #%#e%t)ated t)a%s+e)se f)#es a)e appl$ed.

B.# Shear resistance of we! panel with openin N%)%1%,"6#

Shear resistance of !e panel = = 341.1

?ut, / = 2674.2

d0 dwCs; > a "$%;

d0 0.3 d

w

V,Rd V**,RdV,pl,Rd

*+

*t

a

,

-

-


33/93

@e%#e, = 2$%&.2 !'

= () = 0.12$ Hence

Shear resistance of perforated cross-section *o>pl>'d

A##e%t)$#$ty = 31.0 mm

Do, pl, =d =


34/93

Initial shear ckling strength =

=

=

E** fyw 5 3D1 > 0.(I

w> 0.!H (f

yw5 3!

D1 5 Iw

2H (fyw

5 3!


35/93

@e%#e = 193.41

=


36/93

=edced plastic resistance moment of the flange# =Mf,R 0.2 * tf2f

yfD1 > K

f."d5 (* t

ff

yf5

Where, 8f.Sdis the longitdinal force in the flange de to the moment "Sdand a;ial force 8Sdin the memer


37/93

:;ial stress in eam = 6.6

46.2

ence, a;ial force in ottom flange = >623.3

=edced plastic resistance moment of top flange# = 32.1 >m

=edced plastic resistance moment of ottom flange# = 33.07 >m

= 1140.00 mm

:nchorage length of the tension field along the tension flange# = 1140.00 mm

B.& oment resistance at mid-lenth of an openin

-:llo!ing for the effects of shear force DSd

=

= --$.#0 !'m

Check :

= () = 0.1$/

Where, = last$# mme%t )es$sta%#e f a #)ss>se#t$% #%s$st$%& f t'e fla%&es %ly

= 4601.1 >m

= last$# mme%t )es$sta%#e f t'e pe)f)ated #)ss>se#t$%

a 5mm2

*y 5mm2

f mm2

aF *y 5mm2

f."d,:

a> *y 5mm2

f."d,?

Mf,R,:

Mf,R,?

:nchorage length of the tension field along the compression flange# scst

o,)d

Mf,RdF (M,pl,Rd> Mf,Rd!(1 > V"d5 V,Rd!

"oment resistance of perforated cross/section '"o, =d' J "oment at section

My,Ad 5 M, Rd

Mf,Rd

M,pl,Rd


38/93

= 6197.20 >m

= "'ea) )es$sta%#e f t'e pe)f)ated #)ss>se#t$%

= 2674.19

V,Rd


39/93

= 8es$&% s'ea) f)#e

= 336.6

B.&.1 @n-plane moment

"oment resistance of perforated cross/section '"o,pl, =d' -!ithot acconting the effect of Shear @orce

== 620.99 >m NNNNNN.($!

t /

/ 6197.20 >m NNNNNN.($$!

ence, = m$%$mum f ($! a%d ($$!

= $1-%.20 !'m

Where# = last$# )es$sta%#e mme%t f u%pe)f)ated #)ss>se#t$%

D.4..1(1! f A 1993>1>1J1992H = 632.07 >m

B.&.2 3ut-of-plane moment

)roperties of section -aot minor a;is

)lastic section modls of n/perforated section# = 312940.0

)lastic section modls of perforated section# = 3107727.0

>t of plane ending stress from S:CS = 0.9


40/93


41/93

B. A/ial 'esistance:

:rea of n/perforated section = 4720.0

:rea of perforated section = 42606.0

:;ial stress from S:CS = 6.6

:;ial stress de to perforation =

= 7.3

() = 0.02 Hen

B.$ Com!ined ?':

Bn 3 = 0.195 Hen

B.% &eflection :

Second moment of area of n/perforated section# = 1.1AF10Second moment of area of n/perforated section# = 1.14AF10

Eeflection of n/perforated section from S:CS# Q = 4.7 mm

Eeflection of perforated section from S:CS# = Q P

= 4.9 mm

)ermissile deflection# = 42.0 mm

() = 0.11$ Hen

mm2

, mm2

a 5mm2

,a aP

,

5mm2

Sy mm4

Sy mm4

Q Sy

Sy

T*5 200


42/93

B./ oment 'esistance of circular stiffener N%)%)%,%6",#:

B./.1 )lastic moment resistance of the circlar reinforcement =

= 1.02 !'m

pl,r,)!

0.2 *)d

)2f

y)


43/93

Internal moment in the reinforcement =

= 0.00m

B./.2 : #mpe%sate f) t'e effe#t f t'e pe%$%& % t'e #)$t$#al *u#l$%& )es$sta%#e t'e d$mes$%s f t'e )e$%f)#eme%t s'uld sat$sfy t'e fllw$%& #)$te)$aJ

1.0

2.#0 > 1.0

= 0.17

M),"

d2t

wG

**5 16

+

+

+

22

2

22

0 61

3.11

w

o

w

r

w

r

w da

d

t

b

d

d

da

d

22

w

o

da

d

+


44/93

EL1

EL2

EL3

Y

p


45/93

s Class 2, Hence OK


46/93

b slenderness is OK


47/93

mm

mm

e from flange is OK

> 0.1 dw, Hence OK

)emar!s

OKOK


48/93

mmmm


49/93


50/93

22

0


51/93

1.2


52/93


53/93


54/93

a

a


55/93


56/93


57/93


58/93


59/93

0.00 mHence OK

M),"


60/93

Hence OK


61/93

SI@@(8(= E(SIX8 :S )(= Y(8 13/1/15200%Y

It is assmed that all the compressive load is taken y stiffener only. 8o contrition of !e plate is considered.

4%0

420

1140 1200 ;

201 Secti

@nput for stiffener:

hickness of Stiffener $

&ield stress of stiffener fy $

"aterial @actor $

Section properties:

Beam

>verall Eepth of "emer h $Width of flange $

hickness of !e $

hickness of flange $

$

Stiffener

hickness of Stiffener $

eight of Stiffener $

Width of Stiffener $

Cross Sectional :rea $

Second moment of area aot ;/; a;is $=adis of gyration i $

$

Goadin:

ransverse load on eam $

Eesign load on stiffener ) $

O.2.1.- ? .3.3.-3 of (8 13/1/%P $

inimum second moment of area:

O.3.3.-3 of (8 13/1/%P

i% @f stiffener is loaded

Stiffener spacing a $

ts

T"1

t!

tf

eight of !e -$ d! h

!

ts

hs

!s

:s

I;

Dsd

1


62/93


63/93

\! $

$

ence, !eld area reLired $

T"!


64/93

$(ffective !eld length $ence, !eld si9e $ !eld area 6 -0.0 ; !eld length $)rovide Weld ! $

?' $

ii% @f stiffener is not loaded

!

Second moment of area# .

11.1)8 >

ence> SWhere, $ he height et!een the centroids of the flanges or span of the transverse stiffeners.

$ 110.0 mm

Initial sinsoidal imperfection

$

$ 3.* mm

he lengths of the panels adBacent to the transverse stiffener nder consideration.

1140.0 mm

1130.0 mm -=efer section C/C in aove figre

$ 0.23%

$ 0.1

:s per O4.%.4.-1 of (8 13/1/%P

ence, $ 0.%0

+!$ 2 ; +cr

Ist

!o $

min-a1, a

2, 6 300

a1and a

2$

a1$ a $

a2 $

m

$

86mm2

Note: In the asence of longitdinal stiffeners

a: wb

&!a'$%!$ $t#'!

C C

+

21

(d

pcr,

ccr,

a

1

a

1

8

]

]

0.13.0 pcr,

ccr,

]

]

pcr,

ccr,

]

]

pcr,

ccr,

]]


65/93

Where, $ he elastic critical colmn ckling stress

$

$ 10%.0

$ he elastic critical plate ckling stress

$

$ 204*1.*

$

$ 31.2

Where, $

$

$ %%.*

Where, $$ ma;-0.1*,0.%

$ 0.%0

; $$ 1.0

$

$ 13.4

$

$

$

$

$ 3.%*

< $

$ 0.00

$

$

$

$ Second moment of area of the !hole stiffened plate#

$ Second moment of area for ot/of/plane ending of the plate#$ Sm of the gross areas of the individal longitdinal stiffeners#

$ Xross area of the plate#

$ +arger edge stress#

]cr,c

86mm2

]cr,p

k],p

](

86mm2

](

10000 -ts6 2

86mm2

k],p

Note: In the asence of longitdinal stiffeners

k],p

!s,eff

6

Assumption: he transverse stiffener is sBected to niform compression, hence

2

1

Isl6 I

p

Note: In the asence of longitdinal stiffeners Isl

Ip

4>

^:sl6 :

p

Note: In the asence of longitdinal stiffeners ^:sl:

p

Isl

Ip

^:sl

:p

1

( ) 2s

w

2

22

112

(t

( )

( )( )F11_Z

1Z12

2

22

++

++

( )2

22

Z

1Z1 ++


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y

1% ;

y

n :/:

1%.0 mm

3%%.0

1.1%

1200.0 mm4%0.0 mm

1*.0 mm

30.0 mm

1140.0mm

1%.0 mm

1140.0mm

201.0 mm

301%.0

11*12%

.3 mm

33. k8

0.0 k8

1140.0mm

86mm2

mm2

mm4

-I;6 :s

Dsd/ Do,=d ]m262


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0.0

1.2%

3 ; ) 6 allo!ale stress


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0.00110 mm0.00 mm

*.0 mm0%00

Section C/C

6)608

cond moment of area of stiff% is 3

mm2

mm6

a1

a2

+

300!1

(

]0

4

m


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O(Ln. :.2 of (8 13/1/%P

7

101%0%1.2%

2122.3

0.0

1%%0

.0.%

4>

.0.%

ts!

s36 12

mm4

!st

s36 -12 -1 / @2

mm4

ts

mm2


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1307 >43.72 >1.6 >11.66130 9.7 >4.3 14.041309 >3.36 >17.12 1.741310 107.9 >.2 10.111311 >3.47 >1.60 11.01312 9.4 >4.00 37.41

1313 >32.7 >17.1 7.21314 110.09 >. 104.131 >0.97 >1.63 7.21316 91.9 >4.03 34.11401 >16.20 >13.24 63.461402 .22 >.10 7.1403 >13.70 >13.27 60.231404 90.72 >.13 7.6140 >31.12 >11.2 9.71406 73.30 >3.6 2.20

1407 >2.63 >11. 6.6140 7.0 >3.71 21.971409 >21.62 >13.29 77.991410 9.6 >4.6 93.911411 >36. >11.7 24.311412 74.93 >3.44 40.231413 >19.13 >13.32 74.761414 92.3 >4.9 90.6141 >34.0 >11.90 21.01416 77.43 >3.47 37.00

1062 1101 >13.1 >4.22 2.201102 102.93 1.2 42.031103 >11.4 >4.24 2.61104 104.97 1.0 39.40110 >23.26 >3.40 11.001106 93.1 2.64 24.41107 >21.23 >3.43 .36110 9.22 2.61 22.201109 >17.42 >4.26 3.691110 104.11 1.99 2.1111 >27.17 >3.44 21.491112 94.36 2.1 3.61113 >1.3 >4.2 36.01114 106.1 1.97 0.24111 >2.13 >3.46 1.1116 96.40 2.7 33.01201 1.77 >4.6 42.41202 1. >0.47 0.71203 3.1 >4. 39.41204 3.9 >0.0 4.14120 >6.27 >4.09 26.91206 73.2 0.29 3.2


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1207 >4.23 >4.11 24.31120 7. 0.27 32.611209 >1.1 >4. 0.301210 2.43 >0.34 .71211 >9.19 >4.12 34.771212 74.40 0.42 43.34

1213 0. >4.91 47.661214 4.47 >0.37 6.23121 >7.1 >4.14 32.131216 76.43 0.40 40.711301 >69.4 >3.92 >2.341302 146.7 7.30 0.31303 >66.99 >3.9 >2.71304 149.27 7.27 >2.130 >7.9 >2.40 >7.21306 12.67 .2 >31.

1307 >.09 >2.43 >60.1130 131.16 .79 >34.11309 >76.73 >3.99 >.71310 14.97 7.62 20.01311 >94.4 >2.47 >37.01312 130.6 9.13 >11.441313 >74.24 >4.02 >9.101314 11.47 7.9 17.27131 >92.3 >2.0 >41.031316 133.36 9.11 >14.67

1401 >3.06 >4.9 >0.231402 110.09 3.1 1.11403 >3.6 >.01 >3.461404 112.9 3.12 11.9140 >2.9 >3.6 >29.071406 9.17 4.7 >13.661407 >0.49 >3.9 >32.30140 97.66 4. >16.91409 >43.49 >.04 14.291410 111.72 3.39 30.211411 >.41 >3.62 >14.1412 96.0 4.1 1.371413 >40.99 >.07 11.061414 114.22 3.36 26.9141 >.91 >3.64 >17.71416 99.29 4.7 >1.6


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PPPPPPPPPPPP>m PPPPPP PPPPPPPPPPPPPPMMA: MMA: MMA:

(W! (X! (Y! RCA RCA(W! (X!

0.37 0.1 9.9 Ma$mum 11.47 9.130.49 67.4 3.9 M$%$mum >94.4 >17.10.37 37.01 9.70.49 4.31 3.0.2 62.66 .6 "y 10++%=6 k8m0.41 642.96 2.66 @; 181%6= k8

0.29 612.2 .64 @y 1=%18 k80.41 629.2 2.6 @9 18)%0) k80.34 97.41 9.60.47 91.33 3.400.26 672.93 .720.39 690. 2.460.3 4.2 9.640.4 902.20 3.30.27 69.79 .700.40 677.71 2.4

0.32 29.44 .0.40 36.34 4.390.32 16.31 .70.41 23.20 4.30.26 642.03 7.690.34 64.93 3.00.26 62.9 7.60.3 63.79 3.490.30 64.70 .630.39 72.07 4.20.24 677.29 7.740.33 64.66 3.360.31 1.7 .620.40 .94 4.240.2 664.1 7.730.34 671.2 3.30.31 46.9 13.270.3 79.01 2.140.32 30.0 13.260.4 62.93 2.120.16 129.9 11.40.39 162.11 0.41


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0.17 113.90 11.20.39 146.02 0.390.27 634.67 13.390.1 667.9 1.70.12 217.76 11.660.36 21.04 0.04

0.2 61. 13.370.1 61.6 1.760.13 201.6 11.640.36 234.96 0.030.2 93.14 11.200.43 60.94 3.420.2 77.0 11.10.44 9.6 3.400.16 24.03 9.40.32 27.3 1.76

0.17 22.94 9.30.32 241.7 1.70.2 6.62 11.20.41 672.31 3.10.13 310.1 9.630.30 324.19 1.490.2 642.3 11.270.42 66.22 3.130.14 294.42 9.610.30 30.11 1.4

0.37 990.13 >4.30.49 1032.33 0.00.37 972.24 >4.430.49 1014.44 0.440.2 71.90 >3.40.41 7.10 1.040.29 69.02 >3.90.41 740.22 0.90.34 106.27 >4.30.47 1099.74 0.610.26 72.04 >3.40.39 2.1 1.10.3 103.3 >4.440.4 101. 0.60.27 764.16 >3.900.40 07.63 1.100.32 970. >4.160.40 992.42 >0.460.32 92.69 >4.210.41 974.3 >0.10.26 743.1 >3.670.34 76.02 0.03


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RCA MMA: MMA: MMA:(Y! (W! (X! (Y!

12.02 0.4 1099.74 13.39>60.1 0.12 4.9 >.6


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1307 43P721 15P562 11P6573 0P1672

1308 89P784 4P3474 14P0375 0P3917

1309 35P3612 17P1219 81P7442 0P2713

1310 107P5903 5P5176 108P1064 0P5069

1311 53P468 15P6039 11P047 0P1221

1312 89P4835 3P9996 37P4092 0P3577

1313 32P866 17P1504 78P5153 0P27751314 110P0856 5P5461 104P8775 0P5132

1315 50P9728 15P6324 7P8181 0P1283

1316 91P9788 4P0281 34P1802 0P364

1401 16P1993 13P2392 63P4633 0P275

1402 88P2248 5P1011 78P8777 0P4329

1403 13P7041 13P2677 60P2343 0P2812

1404 90P7201 5P1297 75P6487 0P4392

1405 31P123 11P8176 9P7846 0P1603

1406 73P3011 3P6796 25P199 0P3182

1407 28P6278 11P8462 6P5557 0P16651408 75P7964 3P7081 21P9701 0P3245

1409 21P6248 13P2912 77P9878 0P246

1410 89P8566 4P8625 93P9073 0P4122

1411 36P5484 11P8697 24P3091 0P1313

1412 74P9329 3P441 40P2286 0P2975

1413 19P1295 13P3198 74P7588 0P2522

1414 92P3518 4P8911 90P6784 0P4184

1415 34P0532 11P8983 21P0802 0P1375

1416 77P4281 3P4695 36P9997 0P3037

1062 1101 13P5144 4P2199 28P1983 0P3652

1102 102P9325 1P8187 42P034 0P486

1103 11P4766 4P2432 25P5613 0P3702

1104 104P9703 1P7954 39P397 0P4911

1105 23P2642 3P4025 11P0014 0P2848

1106 93P1826 2P6361 24P8371 0P4057

1107 21P2264 3P4258 8P3644 0P2899

1108 95P2204 2P6128 22P2001 0P4108

1109 17P4192 4P2578 38P685 0P3442

1110 104P1143 1P9906 52P88 0P4711

1111 27P169 3P4404 21P4881 0P2639

1112 94P3645 2P808 35P6832 0P3907

1113 15P3814 4P2811 36P048 0P3493

1114 106P1521 1P9673 50P243 0P4762

1115 25P1312 3P4638 18P8512 0P269

1116 96P4023 2P7847 33P0462 0P3958

1201 1P7676 4P8558 42P4753 0P3193

1202 81P5509 0P4732 50P7764 0P4043

1203 3P8054 4P8791 39P8383 0P3243

1204 83P5887 0P4965 48P1394 0P4094

1205 6P2668 4P0905 26P9489 0P2575

1206 73P5164 0P2921 35P2501 0P3426


88/93

1207 4P229 4P1138 24P3119 0P2626

1208 75P5542 0P2688 32P6131 0P3476

1209 1P1538 4P8839 50P2962 0P3036

1210 82P4295 0P3448 58P8693 0P3931

1211 9P1882 4P1185 34P7698 0P2419

1212 74P3951 0P4206 43P3429 0P3314

1213 0P884 4P9072 47P6592 0P30871214 84P4673 0P3681 56P2323 0P3982

1215 7P1504 4P1419 32P1328 0P2469

1216 76P4329 0P3972 40P7059 0P3365

1301 69P4828 3P9176 25P3424 0P3102

1302 146P7757 7P297 0P3524 0P5347

1303 66P9876 3P9461 28P5713 0P3164

1304 149P2709 7P2685 2P8765 0P5409

1305 87P5896 2P3996 57P2794 0P161

1306 128P6689 8P815 31P5846 0P3855

1307 85P0944 2P4281 60P5084 0P16721308 131P1641 8P7865 34P8136 0P3917

1309 76P7345 3P988 5P8671 0P2713

1310 148P9705 7P6163 20P4951 0P5069

1311 94P8413 2P47 37P8041 0P1221

1312 130P8637 9P1343 11P4419 0P3577

1313 74P2393 4P0166 9P096 0P2775

1314 151P4657 7P5877 17P2662 0P5132

1315 92P3461 2P4986 41P033 0P1283

1316 133P3589 9P1057 14P6709 0P364

1401 38P0598 4P9849 0P2348 0P275

1402 110P0904 3P1531 15P1796 0P4329

1403 35P5646 5P0135 3P4638 0P2812

1404 112P5856 3P1246 11P9506 0P4392

1405 52P9835 3P5634 29P0746 0P1603

1406 95P1667 4P5746 13P6602 0P3182

1407 50P4883 3P592 32P3035 0P1665

1408 97P6619 4P5461 16P8891 0P3245

1409 43P4852 5P037 14P2897 0P246

1410 111P7222 3P3917 30P2092 0P4122

1411 58P4089 3P6155 14P5501 0P1313

1412 96P7985 4P8132 1P3694 0P2975

1413 40P99 5P0656 11P0607 0P2522

1414 114P2174 3P3632 26P9803 0P4184

1415 55P9137 3P644 17P779 0P1375

1416 99P2937 4P7847 1P8595 0P3037


89/93

18*p12 &E 11H52H 9

K: JJJJJJJJJJJJJJJJJJJOE&( OE&()

850P1473 9P5858

867P4457 3P5908

837P0104 9P5735

854P3089 3P5785

625P6605 8P6537

642P9589 2P6587

612P5236 8P6415629P8221 2P6465

897P4135 9P6486

915P3325 3P3961

672P9267 8P7165

690P8457 2P464

884P2767 9P6363

902P1957 3P3839

659P7899 8P7042

677P7089 2P4518

829P4437 8P5844

836P34 4P3949

816P3069 8P5722

823P2032 4P3826

642P0316 7P6925

648P9279 3P5029

628P8948 7P6802

635P7911 3P4907

864P7024 8P6309

872P0731 4P2493

677P2902 7P739

684P6609 3P3574

851P5656 8P6187

858P9362 4P2371

664P1534 7P7268

671P5241 3P3452

546P8885 13P2709

579P0142 2P1373

530P8027 13P2558

562P9285 2P1223

129P9844 11P5399

162P1101 0P4063


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725P2985 3P7272

747P1369 0P0281

1019P913 4P1626

1042P715 0P3738

792P5181 3P6769

815P3205 0P1118

1002P029 4P21681024P832 0P428

774P6346 3P7311

797P437 0P0576

580P1223 5P6012

658P4985 3P4515

558P2245 5P6676

636P6007 3P3851

70P8475 4P5998

149P2237 4P4529

48P9497 4P6662127P3259 4P3864

702P9579 5P6114

783P6878 3P6645

193P6831 4P61

274P413 4P6659

681P0601 5P6778

761P79 3P5981

171P7853 4P6764

252P5152 4P5995

650P0433 5P2034

690P595 1P6655

628P1456 5P2698

668P6972 1P599

227P6649 4P3013

268P2166 2P5675

205P7671 4P3677

246P3188 2P5011

741P6677 5P2107

784P0096 1P8247

319P2892 4P3086

361P6311 2P7267

719P7698 5P2771

762P1118 1P7583

297P3914 4P375

339P7333 2P6603


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41.1

#'a%&es f)m last )e+$s$%1.0 $% t'$s )e+$s$% t'e des$&% $s f) e%+elp f)#es.2.0 assumpt$%s md$f$ed.

3.0 Z?. "t$ff. des$&% f) pe%et).Z s'eet $s f) t'e des$&% f t)a%s+e)se st$ffe%e)s % e$t'e) s$de


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f t'e pe%et)at$%s.

Beam Penetration PEN-001 v1.1

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Transcript of Beam Penetration PEN-001 v1.1