HEAT EXCHANGER SUPPORT BRACKET DESIGN CALCULATIONS
D-ZERO ENGINEERING NOTE # 3823. 11 5- EN-41 7 January 12, 1995 Russ Rucinski RD/DeJ Mech.
Revision 5/6/96: Added Independent review questions & answers Added finite element analysis Added HX top plate analysis
This engineering note documents the design of the heat exchanger support brackets. The heat exchanger is roughly 40 feet long, 22 inches in diameter and weighs 6750 pounds. It will be mounted on two identical support brackets that are anchored to a concrete wall. The design calculations were done for one bracket supporting the full weight of the heat exchanger, rounded up to 6800 pounds. The design follows the American Institute of Steel Construction (AISC) Manual of steel construction, Eighth edition. All calculated stresses and loads on welds were below allowables. See the Summary table on the next page. 5 I 16/96 Reyision:
The hand done analysis was independently reviewed by Bob Wands of RD/MSD and a memo with his questions and my answers are in Appendix B. As FEA exercise, I ran a element finite element analysis using beam elements. The information from this analysis is included as appendix C. All stresses found in the FEA were below allowables. Additional hand calculations (See Appendix D) for the top attachment plate were done after Bob Wands' review. At the time of fabrication the top plate thickness was increased from 1/4" to 3/8". The stresses for the 3/8" thick top plate were acceptable.
)
)
MAX. CALCULATED STRESS OR LOAD
ALLOWABLE STRESS OR LOAD
Upper horiz. member {411 x 8" X 114" wall rect. tubing}
1.1 ksi, tensile 2.2 ksi, shear 9.6 ksi, bending
27 ksi, tensile 18.4 ksi, shear 30.4 ksi, bending
0.357
Vertical member, CASE II {4" x 8" x 114"wall rect. tubing}
1.2 ksi, compressive 2.0 ksi, shear 3.4 ksi, bending
27 ksi, tensile 18.4 kSi, shear 30.4 ksi, bending
0.155
Vertical member, CASE I {411 x 8" x 114" wall rect. tubing}
2.0 ksi, shear 8.7 ksi, bending
18.4 ksi, shear 30.4 ksi, bending
not applicable
Lower horiz. member {411 x 8" X 1/411 wall rect. tubing}
1.1 ksi, compressive 2.2 ksi, shear 9.6 ksi, bending
27 ksi, compressive 18.4 ksi, shear 30.4 ksi, bending
0.357
Wedge anchors, 1/2" dia. {Hilti Kwik bolt II}
1820 Ibs, tensile load 850 Ibs, shear load
2400 Ibs, tensile load 1960 Ibs, shear load
ftlFt"2 + fv/Fv"2 < 1.0 0.763
Fillet weld, top anchor plate {1/8" intermittent fillet weld}
993 Ibsllinear inch
1909 Ibsllinear inch
not applicable
Weld. upper horiz. to vert. member 1/411 fillet, 1/4" groove
4146 Ibs/linear inch
3818 Ibs/inch - 2 short sides 5250 Ibs/inch - 2 long sides
not applicable
Weld, vert. to lower horiz. member {1/8" groove weld}
2.4 ksi, compressive 10.8 ksi. bending
27 kSi, compressive 18.4 ksi. shear
0.676
Fillet weld. bottom anchor plate {1/8" intermittent fillet weld}
993 Ibs/linear inch
1909 Ibs/linear inch
not applicable
DESIGN ITEM
_.
,--..
-'
~
)
Summary of Support bracKet design analysis
COMBINED fa/Fa + fb/Fb < 1.0
Russ Rucinski, RD/DO Mechanical
~RIAL-CATEGORY
SECTION
FERMILAB
.RD/D¢
ENGINEERING NOTE
PAGE
3823 .. 115
SUBJECT
NAME
1-\ EAT
E.xc,",,~~&E::.R
DE.~'(;a....J
5
WPpo~-r
B~A..c...""e..,.. DATE
At-...JA'-""~'.:s
12-Z0
-94
I
REVISION DATE
~--------~----------------------------------------~----~~~~~-----~ f. x
e.:> 6. .....r E:;. At. T
H
·BA.SE'D
T+,E. \ t--.l
FDg:
"'JE I
BE. 0"'-1
,-,:rfs
IHA-r
US/t..Jb
o~
MOW"-JT
.
'5. p, (:'
e:...,-y
~uPP02--r BI2.A.~T'eJ.
TWO
01--1
CAl..CU l.. A:T to/'...lc:::.
t::>e.S\(;;';'...J
8 Rp.,ClLG;.-r'NII_L
8E:
-:5 r\O \;'\..,J t--..l
p..,:'5.
i.. ..
O.....JE:..
-r~ H S.
e..f>
PRE.l-\M\f'o,.)Ae"-(
FoFLMP>.c..
Rou"'-.! oe;D
ee..
u"" H 'AJ p.. L.. \-t.,WA'-{.. \HE:; He;;AT G.HS G::>i50 t...B~.. 'THE:. HE;AT Ex.c.\-\A.~e..1<:-
SuPPOR-T
F \('~ L.J ru:.
""'0
,S
50
'THE.
E:.)(. C 1-4 A. N G E:.R.. 'N II...I...
c..\o-\A"'-l6E;~
CIo4I.C.~e.J):, ItJdJ 11.;(.tiiIi 1-12.-'S Uo u "'-'''''' e.C 0 r-J -n..+E;. WA 1..1...
D&.'SI~t-.J
S UPPO~-r
C~I<:..~\~"S
"-0
6600 1-&'5.
L-OAD
.r
F= 0 ~
v-.J I '- L..
po. \"'L-
J:
ANP·..f_"-(Sts,.
C -PI. L
~lJL-L-
'-HE:..
c: t..J «-po..T E.
A'5 Pac.......ors
o~
ASSUMe:.
W/t..L-
,-op.,C> ,
F" A c..T ct!...5
.,.. (.0\ ~
-r"",E:.
D
e..s. \C:r. N
_
A. 6..
UPPeA. H05l!\-z...o""iAL.. MEt.A(Oe..R.. V£R..-rl~~
c..
C.
L.. 0 vV ER...
I4Q It.. \ 'Z-a l'ool'T"A4.- Me. M
O.
We.06 e.
~.
""£.1...(:)
F. G. f...t.
ME.M.6E;.1a.
V\J E..L.D
e.,a...
A ""Co +-\0a...5
To
WE:.I... D "TO WEL..D
@,
AT
A-r
TO P
Pc.."'TE...
V E: iL"\1 cA \....
U E:. M f3E..1L
450. Mf.,..E.L BOTTOM...
Pt...ATc,
)
)
.I I
I
)
-------
--++--- I I
136.000 I...
-I
. II
0.'2.5
24.000
-I.
ct";,,,,(
.-'
i ,
(
£7f.»()<
L 2.75.
-I -,_
SQ. TUBING 8 X 4 X 1/4
13.'S-
47.750
.11.lf:;S:
/I
I.zs TYP.
Cleanroam roof
13.S
•
-I~
~ ~~Sll I... J
1 l
1 \!:I
<1.5"
'v !
HEAT EXCHANGER sur PORT ;
P'olll1l Tile Dec 20 011;42, II CST I...
~,
,.eI•• k'
FI(:,u£:,E.
1 J
'N~
PROJECT
FERMI LAB
5ER1Al-cATEGORY, PAGE '
3
HEAT e:xC~AtJ6EJ 382'0. 1\:;
ENGINEERING NOTE
NAME
SUBJECT
EXC.\4~,...10€;;'1Z-
He.p.-r
D~I(;.,..J
A':5:.-:5UMe.
F\-r
No
~NSuR~~
PAD~
1'2.-20 -94
/REVISION DATE
Ii!:.E:Ac.."OtJ
PACS .. C::rE.oMI;..TIZ..'1
C.ON~AG-r
"To
OATE
A ~A'-,,-(SI5
MOf.lllC.}J-r
MOIJ/oJT, t-J 6
RU5"So RUCI"""sK.\
S UPPo IZ..""
o~
Bo-rH
WA\-L-.
/ R AX
RAY + RS'i =
~+
leo I'
= 1<:.12.)(, P
~l3)(' ( ::''1.i5) : ? ( 314)
= "" \ 5S. 5 L.~<&
J:
R A)( = '" I ~ e, •'!:l "" ~ Ii SINc...~
IT IS
CP>-~e.'S..
IND'C.Te.g'....w ...JATe.
AN
c..A~E. I
: RA't = P
j
$;-RUc.-rWR..E
t
wl\-l...
CA-.:.e:.
'R A )( = b l t>B. S 1..6S RS'll -::. fc:, I S e:, . S I..P..'S
I2.A~
RJIoy ::. <:,300 Rsy = 0
~p.'Y :: 0
.a::
= (0 Ise.~
~e.)(
&.851
.:s:;
-.:
Ar..JAI..:-(""Z",IG..
'R~y:o
Two
, fZ. By -= P
Lfh
"I~~.c;
LeoS
Re.y ': :€ :I Sao L~S.
01'cJf'fefl. 1-toR.I'Z.O"'" '1"~ ME:M8€otLF;.a. v,5f::. /1'01 $1z",rJCr
f.B·b.
WE.L.b
"-0
p
\JE.IZ.."T'It:.AI".
~
~_Me.\'i;(C...
I .-"-);aMi" 1 ~ It"x ~cy
:2 r:"v :2: t,A 0
:: 0 ::
De t
-
I<"y RJ.)C"'C,'58.5cM I=I<:rUIU!: ::.
=0
Rex:' (aloB·S Ih~.
~~"
K:~'1:
.:2.. t:"y :: 0
0 ; R,...y:; b600 Ib~
p(lb) - ~~ (?O}i-
1"\ c=. 2. 20) I loCo
RClf (Ii) t ,oJ -I\os
\i\c~ 0 L~=O(!
T
R cy:' p.::
~8oo
Ibs
-P(\laJ+ R(,.'X (~)-tMc.= 0 M c..
-=.
8'-' I \l.o'=' ''''' -\'os.
; K'AY
'" ....""
SECTION
FERMILAB
PROJECT
SERIAl·CATEGORY
ENGINEERING NOTE
4
Ex ~"'#J6'c;IL NAME
SUBJECT
Russ
I "2. 'Z,
"""11"1<:;' Uppe:,fI-
+-\Qt'l.I"'LOI'J1'A ....
A~o
IA-ct
'0-'0
t-AE.NlgE.."'_
5j....,w~
A'S
r-.JE;.E.aS IN
'RVGINS t:..1
t"l
DATE
@
PAGE
Ua.T
I -,
't
!REVISION DATE
"-.::l>
i='6tl.)I~E.
2..
~M.
~Ray FIC:su/t",
4 ".
1="; B. I). o~ uPP~.e..
a
L..EoF"T
(all;p..
S'E.c:."1'ld,..lS of
r
.... e,.....6 .. ~
1401.,..1,%-1)~-r41.-
C,45E:-1I .'5E.C:'fIOtJ
~-e..
Ray';:; P
= P.( 12. ....)
Mit
'Ray:: heoo lbs.
Ma:: 8')
R a~
'=' 00 .I-l-Ibs
fZ bY -: RAy
1<'0")(= hlss.S
1"'5
£')C<'€ S S
'S'-reE;/...
I":)
'STocK..
S-r"fl-vC-"f."V(LA.1.p..-r
C-or-J'5't'I2.. •.h:... '7"{<;1JV)
O·Z.-eeo
1"""8,,....;,6
ASSf;;,MAc.<.f
£1&J.r7N EJ)rrfoN
8'-060,)
15
L/~£:"a
A.vAI-T'$I~"
MA-r~.e.\Al..
t=Ii.
tlF'
""e.,.,....~E;~
,...,Ji""A.L,
'" 1/4 " .. 6-~lS
'1#1"
Ih5
f'A1o":'O
l4oR.' 'Z.c;
AI<5C MAf.JV~L. Pot-
1, bOO ".~-I\o5
~i:ly = 0
j
eo .. )( q"
M()o.:: 8
Mb:: Q~y'(lb,~
)lib :. 106 Boo I,..;-\b~
LJ PF'e;:.~
MCl~ p.QZ ,oJ.)
P
RI1Y = 6~oo Ibs
I. S Ib!i 'Rby ::. (oeQ? 'b~
IH e
;:
I~
A Si'" M
= 58 , 000 fsi
ALLOWA &u<:; :) AY-'AL. I'c,vSIO!-J
-=t; t:'"
¢
0 .(;,0 F y =
=0
_ i.f 0
"2.-',
r;:- '1 ":. \ 8
boo PS i I
'-I DO
P":. ~
fAlSe.
t
PA~. I.S.\.\~
A/5 C fA e .
I •
S. 2 • \ ~
SECTION
FERMILAB
PROJECT
ENGINEERING NOTE SUBJECT
HE.~'T
SERIAL-CATEGORY
eo X '-\-I., A ,..J 6!'e... o e.."5 \ ~ t-J
5 DATE
1'2.·Z'-
h S5.!:E:Il\<.,S ' 5.~~
=.
I"""
-::: ., . ~qOf, :::
PAGE
,..eAi"
(G~OO IbS/( "'.3~O,==,.N~) (415. \ 11>.1 "I) ( • 50
'1'1
I
REVISION DATE
--'
\ \ 0 \ .;
I"'''
I~.) \ 0 B) I \.
e 00
...... Ib'5
~ IN '3
~ AIS'"
PMl,
I·". 'Z. "\
~I
SECTION
FERMILAB
PAGE
HIC:~j"
~DJDtp
ENGINEERING NOTE
SERIAL-CATEGORY
PROJECT
E"e.~ At.J(:;e~ NAME
SUBJECT
HE-A.T E,)(CHA.-..l6ER:..
'Russ
5UPPOtLl" 8(2..AC.'<..E.-r DATE
ArVA C-~ 'S\S
·"'r.:::::d:.5((,.t-l
Ruc...,.,J.'S1C..1 !REVISION DATE
12·z'-~4
.:?r'1:.::: 0
K"c.:x=eS X
:::2:l='y
l
=-0
~ 1IIc.$ 0
{'
-tvtc. -
-I'
M (..:;.' 1!~.(
f(Bi (20 ,"') +-
(2.0.... ) -
eB.,JI5.tC11j)e~
~81f (I S. S1?)
"20" F
I ~U R:.e.
Fa ~
F".8 b.
0 F
LOIMSIl f'O L"'I"IQIIJ
c.A"SE:.'I Rc,1o!
=G:'\ 51 B . S
Rey ~
-
\..6 "::>
e:, Boo
"
AlC,Ar L.
, CONlP~e:s:sIfJ€. <;;-r;t.e~.s
ce. 5
'-6S'
Roc,! :::: 0
,-tiS
V1 c.. -:.. - q I, ,It:Jf..::,
("155.<; 1I"5)(1~.8''5)'' 38,> 2'54 11-1-11::>5
Me = b8XI""s (ZO)
~ IS
,,,-,.llos.
~
-ra. = ~ = 121{o psi A Sltfpn<... ~
'C"A~
(!U•..(;,III-rl!!:/L) O@ SIt>E$. ~\SB.5
1:MPx -= ~ ~("Z.2.1.q r~ -: BCJV 0
/ltlh; C;
'T 4'SS
FaA. C45&.::O:) f'M""'U
r:
"/F'c.. ~ 0,0£.#4 <
..ro~
I. b - Z.
1"
.. 04'-1 tOMP
ve.A..T II::..A'
r.)
T"€;o
~
<::1.1
...r1c>7/F,
c.DN'8,NE c;;Tn..~sS
•
-*10 '1/ F
-t
.'1
blf
Q,
->7 A,-,
'2..<::> I '1 ('5 j
+ 3, '?64.f1
301 360
~""~E:;.SS~S
fvlE:MBe~
Aa..e;
A.NO
_
(J '.\I ....
c,.,
f. , .0
c
"'C
'"
I
c..o/wA-8 d'.~"'D
N- VC r-I
~(JI~~-r
t.,..~ wE:.II
55 ~ 1.0 'Sri2.;e;.S~e::s
-r ~ A r-J
~(&.... ""HE,
;... I 5c. A ........a........ A~ (...£;- \ ;
SERIAL-CATEGORY
SECTION
FERMILAB
PAGE
~D It>r:f;
ENGINEERING NOTE SUBJECT
,
DATE
/REVISION DATE
I Z-2."2.-<74
{
~---------------------------------------------------------~----------~--------~~
1:.
\NI(,!,...
Aee.
S€~ ...
c.""
F=AM\~IA,..1t.
I-I\~T\
..... I~\-l.
B~""D
A~flo
5\t-.\c...e.
I!ceeA..J
')e.
"THI~
THe'"'!
v..I~.a.."'I"
1$
1'tAUl:
O-"Z..e:.liLo
'Kt--lOv--lN
....0
"Tee 1-1-$
BE. &ooD
OllJA c.....,-r'1 •
FRJ)/II\.
HI("'/\
OR.
.,..~E;
r> E:lL
APhIC~""'()t-l c."AJt."r"'.J
M'E.C>H)M. Dt.JT''''f
C.ON c.1LE;."l"€;
8<../1 c...b r"'" ~
TI"'Ie; "I
HcA"'f Ocri'1
¥=-W\\t..
~ I t....~ !.i:-
PI.A rJS •
~\:H..-r
\, s-rvo
","OUr-l'T'E::C
( "No-rE:
f::f\..OM
"""'P &
IIo.l
,~
k
~A ADI-t€;"<;IVe. AM::.tf-OA.
Afo.Jc...HCQ..
yo:..
re.e
!>vl'"TA & \"'60 •
4000 ps~ c:.o"",c.fIIJC:::T"f~...
PIJVIS iN P.lli'-e.NO,)C ')
(() tvAl e<:. 7/ow (o~oo
-
6
{
f ,6ut.e; ~!
-T"7 _
'i -
r-.A 6 -_ _M_"..:.-__-
-T--I:.
(33£;0.025
.1'
t-")
....
A""c.~of-
'&c-,.. PI'<"T' 'iE.f:...,J
PROJECT
SECTION
FERMILAB
SERIAL·CATEGORY
3 S 2.3 . " 5
J..I EI'or-r C1"-CMA,...J&1O.L
ENGINEERING NOTE
PAGE
NAME
SUBJECT
\-\ e. A",,"
j)ES~
~
'F"c:t.O ""'-
-SPf!i;,-,F-'1:
Ru Ss l?Vc. ,t--lS t. 1
6.)( C.\4A /lJ6E.12- S vf"PO(t...-r
keH
1-111-"11
C
"""~.,. )
II "'Z II AtJc. \-'IrQ ~ 000"'l5''3&S8
12.-1-(12.) fT~*
Wott.ILI""'" t.o,a..D
I
j
II
~¥Wlfl-\
I
~/-z.
1\
7«M.. ft. ~ l..l1.-T)C"'''~
t..
RE:DUU:;!) B'1
-riot£::
''4''
NON'-'I"Ad.-
20"1.
PI..A,.JE. -r'lIRv
Si/l.E;.'5:0S
L
0-= 'P;f\
= ""fl.,,!,
L.
1.0
\.0
l
Cf ,/~I\-
p'S,'1
ll-\E;
5
C(),J~-r'A..V(..'1(()~
,..
R ~8A-1'- u? ~ e..f,fI"fL.e
R€.8~'5
III
1"2... II ~ PAC..IN~ I"L
q
-BE:(..O("u
II
~OLN-r G
t<
)
el.. ""':::'& I -&
I;NI'-'ltJr..
J
&(,1."/.)0.1.(
~'S/ .... tI.Jiir;r, ••
'Z.~18' ~')
(;-3-3
.,..... e~.: \"::I
St-l~?
1S""~ S!'l!..Vtt"'.-.us
o. i' .
( .?.S 1>-1 - l ,t.."-)
6'2.4
~
,t-J<::.E;
P LA1'E: ~
A 3"-
,. 4
s
.80(..'" THIZ-~-PS
) /l.e.I:.
.. 7fa3
tf./,I...
A oe Qt.I.A"n:: •
I"'>
\ ..... i~c....,.'O,.J
C HE,'::'1oC-
REVISION DATE
EMe.t;.OI\l\.~t...t"I"'.
'7
19~o \bs
(.B) F" :::
I
1Z.-Z7-Cf~
S
A,..JA-...,YS-I
S~ U=c.."1'ION
\ \...'" \
Af...u>w4fii..f:.
'.-N
DATE
1/
.
'-J E..R.:\i.::.f>
SECTION
FERMI LAB
PROJECT
. 1\.1:) / b
ENGINEERING NOTE
r;I
PAGE
SERIAL-CATEGORY
1-t.~T
Cj
382!o.":'
e )l.eM A N~"1t,. NAME
SUBJECT
HE;AI'
S
~x c:..~A~ C::.rE;e,.
D i: ~:"
VlE.L.C)
(:!
t3 i!.A c.~..,
U~ Po 12-""(
OATE
1"Z
NAN A.. L.. "'·St.\ c.,
-z."2. -q~
I
REVISION OATE
_
F~1t. R..p.'J •
6900 IbS 'R." It = ~ I Sa .S '-'6'5
1$
~
H6IV,u:.. i;
I
A\..l..Ow~r...c.
IH\:;.
15
tJl~c
P{;:;IL
+:-
=
1i:,J"5 'LC:;
C,ALC
W
-r
D/
':"ota
'1"1--1 ...
LS· '3 ;)
"'''aI-I:
'""'~
- 01)1"(..\""" '"1"'0 P
iNe.,-os
,FrL-t..I..€-('
A :.
&1+'5 E;;
="
fA €'1'A-t.,.
.
IC.I.. E; Co..,..te,.Q P. £
~,;S' (.Ie,. 1"',.4-1\1 t'
'I-I"C'
-=
1<1\)(1..
70
~.\:::. = 0, b t:y fc:.So i
T
e;......., S It.io
1/10'1 Ib:s L -:.
.,
I IV rEI(.. __ ,
,..-rGNr
.... ~ ...o
·",'/oJ'M.J/\A
(~\1't ',;, ,..,,1/-/
w'eu:>
St~,
'0 ~~ (36 ooo) = 21/ "OOfs'l j
ST/tJOo. ""'00'1 t+ .
(AWS
''''OL-,I~
/1)q/5 Las.
c:.A I.. C "'L.~
PE.((... , ....
1',\ 0 Of
~Sl. ~ ". 2+
I,.J •
•oJ
FIt. LE."'- WE;-t.IJS •
c..e,...,""......
-::I
Colt..C6
+ rL RQ Y
/v'I.tV1A!fVM
)
::
\\'1 IS .... as U $,£
MOvlJ1i~
ptij)
/Zeal t:> t..eN&-7 J.,I. ..
=-
-f
~(..fJ
"
SAMfi
E. -, 0 X 'I..
USE.
,,",ss v#le.
1-0,"
-_ I II...,"- ,I
PE..~
A '5<:' •
+="f'~If,...e- J4 .;Oi)( (.. 12 S ,... .)
SECTION
FERMILAB
PROJECT
R.D/txp
ENGINEERING NOTE
PAGE
SERIAL·CATEGORY
~t;:;.A-r
e.~~~
10
3 &2.":5, II S
NAME
SUBJECT
H cAT EX.c...\-\A..NG~tL ..$uPPOIL-t B~t::e:;1 Ru~~ QI.Jc..,,.,,,JSt::..' ~--~------~----~-----DATE REVISION DATE o e.~lG=t..N A,...., ""\"'-f~\c;. I 'Z.. z..1... '1 '1 1~ 11.
C-HECK:e.b:
t..w..JA
1-1'Z.-q5'
Act.E. :..
POSSIBL.f;
1
!
I
~ ~l
F'16U It..E
t
e:.
\I...l~~ ITT"C~""" wr.w:l
PI'-"T"r;;. itNS
o AI
I.J
e. LO (r:tLoM
AN A c...'1c:..C
.... ,"'
AfU),)f..JO.
k
)t
\o:=,
r
8,."
4"
d.:=, 6
,i
--~--~
w co
M '!;.
5w
=
2""2.0 I I bb ''''' . II:! s
53.J3 IN Z.
, g,e"
._'=
L
(,..."'s-r l,.v':~~ Sl+~ ~ iI
,-.:)/V\f,4lf.rc.
""0
t>v'6 1'11 t..Qw",a.
'T"'IoJC:I(.,~
A-l..4OW .....
A-1c~"",,A.d
c!>"'.
u;.)
SECTION
FERMILAB
\ \
,I9
ENGINEERING NOTE SUBJECT
e:.. 'I( C,.1o-l,c...,..." 6"- I't...
H E..I\T
'De'S I GJ,.J
SvP poll-r
B~A c. 4-r DATE
A t-.JA \,...,
I Z. -
C.~ECkeJ:)~ A 1... ."
....""6
c..a.....o fteJr- ''''~4ot
"""
-= • 21, boo l\.sJ
/I~'Z.-
>- ,10'1
~ l-o:J
fOf'
'2,,1
UI>J(,,~I()fi:!J
..r.-...
,III -q 'f
CoILN6P-
""'~A"'"
Q."11"
,.
~ 11..(..e,.-1
sc.e;~.A-~IQ
CASi.. l:r
'I4
\1
I) \.J.£
,-.",'!oll.&.
,.. ie7
'To
(;) N
2.
'-12-'\S'
-t:-..1foI,.D
;:; "3818 110$ PI1( I.:...,,,,,,
A-t."",c.J"'(I,t,t;.:.
Be.
";;'O...-tE,''1'L "1.
SlO~!'...J
'lI.
....,
;fIy(..(..O"'~Le}i'FItU1'-:;~IJ~(,707X.:2.~
V'l1I-'-
c.u..JSe.~\JA""\IJE..
IS
F I I-I,..i::. -r
L..E.r-Icstl"'l4
REVISION DATE
7vrki /1. teiJ,f
(eL."'' ' l24.IlI f
30
":' .30("70 ~1),.. z.;11J1 IrJE. L o'5oJol1"H'E«,ov.AlOEO
I
r c..1L."'A"'''~
AI,..~o
-rH;'(L~f=-o~Ci. !>JON- 6fl.I,..)DE.tJ
'T'6~SIt.r;,...sT~e""c.r. f4tr I." ••al
5"2;0 I~" II'o.l
'f"H-L
'S1"1-E.,.
CASE.:r
j
CAc.t.. 8v"1"TwE;,.A,)
M~
e.:'
,.
fee-v':
~ IS
K Dy ~
R6'1 ':
"'000
K: PI(
Me
="By ~o ,w)
I.Bc;
L&S
:::. I 310 1 ObO .,., - 'b 'S' . 'B:slolf:') "
Dc:...sffJii,jj).'1't;
p .... IZ.., . , ... L.
(4f ,,.,) -" z...r;.\D~'S"
(8,...... fi-") ':" '?::>o. b~
B -ptt.. pet- F,~ 2.s Pe t-J -.:.-n,A-t"I O~ 6ftt.,8 () va vJ ~ t./) .Jb,t-lT
NG(...I>
..l 0 IN "\
of=
AW5
,1'8"
-
TNE:
fi:;I-E:.,-"1?'UJlJe
-rll~"
MA:1""c.,.j"
-r,-I-b
I
"Oll- T;J~
At.-t.. oWA13l-E:;5
""-t-t E:-
Wl~
W~,-I)
BA-5i:;
;4t..E;
'tHE
1'1' .:{Ouv$.
S tt 'E' A:,L I.a I'r (J ,
-V;:::.. (R't>)C -1I"lZ. oy) Cosl45
\
Co MPI<.E.SS I or-J CO'
')
Q )
r.:zo
M~-r'&~I"""'L SA.M.E:.
AS.
D\,\-4'U
,tJ.
I
SECTION
FERMILAB
PROJECT
1<1) /D<;tS
ENGINEERING NOTE
SERIAL-CATEGORY
PAGE
H E:A-r
12
t:.Xc..I-1AAJ(,eJL
SUBJECT
Ex c. l4 A t--1 ~to.
\-\ E.P-.T
DE; S I t.:J "-'
S v P P Oil-"T" B il." c. KI;. ,...
I
DATE
A tv,... '- ""/'$ l S
REVISION DATE
\2-Z.Q-'I'f
-
BE:..~ D, "-1 &
(\At -=
--
-:r
B f;;N 0 'N(,
A £..'-OV' A-13 '-E. = '30. I
t:..omP /)"1'(/:-1)
iH~Pr;;U:;..
S-rLc:;.~S~S
Ae...e
A,
". v, If
'- ~S'S
7i-l k""",
I'r
£"'-0
II
10 S/ r,l!..Lf PL..A-rt;;.
;.;zt . ,.
B,,"""T"o"-"\
-,'II'te. ANA,-Y'SIS rot<. "T'kS vJe.,-D
r
S. "'-'.A-i3 L-E:. S
i,...e t,S 6;,<.o01l1Z WE; UJ L~J.1( '" H J.s S I "'Z-c:. A (....L..ow c:. t} fE-I!. A VII S ] IS
M I ,.J I M !.1M -f4/, 4- -F",~ _ 2 .'"111 FCL Fb -
WeI-a
3 "=' FO f
IS
A"1"
-= • fo7b
"N!..
I.e
-
_,CE.N"1",<:...A-C-
-rHE..
(..
TH(£
-(oP
-ru
1""
Ht;;:;
Pc....PtTli:, ...
Af\.J.A,-t.{"SIS
se:&
P(;S".
9,
roo
AN;
SHA~~' 8~-~U;~E~T'~~ F~R~;LAB
A'PROVAL.
~HERE
OR
jESTl~C ~A80RATOEv
REQUIRED. SKEETING AND BRACING SHALL.BE
UTILIZED.
10. tOllECTIOIS FOI OE'AILS lOT SMOMI BUT IECESSARY TO OEVELO' RERIER OR JOIIT ARE SUBJECT TO FERRILAa APPROVAL.
·3. THE SOIL UIDER THE lASE RAT fOUIDATIOI SLUS SKALL HAVE A SAFE IEAIIR' VALUE OF 7.500 PSF fOR THE LOMEI lASE RAT AID 5.000 PSf FOI TME UPPER lASE RAT.
11. AFTER ~EtTIOI. TOUCH-UP ALL AIIAOEO SPOTS AID SPOTS IURIED I' MELDII' MITM SARE PAIIT AS PIIRE COAT.
_. THE IUILDIIG fOOTIIGS SHALL IE FOUNDED 01 'IAlULAR EIIAIIREIT MITK A SAFE IEARII' VALUE Of _.000 PSF. SEE SPECIFICATIOI SECTIOI lA. SITE MDRl. PARA&lAPI t.13.
12. PROVIDE TERPORaRT IRACIIG 'UYS 01 DTHER DEVICES AS I[OUI~ TO PIOVIDE-SAFETT AID STAIILITV fOI TME [RECTIOI OF STRUCTURAL STEEL, LEaVE IRAtll' II PLaCE UITIL ALL 'ST£EL MORI IS II FIIAL POSITIOI AID apPROVED.
5, DEMATER EXCAvaTIOIS I' APPROPRiaTE IEAIS IECESSAIV TO PROVIDE A fIRI. DRY SUI..SE fOI COISTIUCTIOI 01 "Clfl~.
6. ALL UCAVATIOIS SHALL
13. POITIOIS OF ST[EL TO IE ERIEDDEO II CO",R£T£ SKALL lOT IE PRIRED ORSKOP COATED.
III"'!tTD 9V TRE hllllLU tolSTRUCTIOI toOIlDIIITII IEfORE .UCIII FOBS DR nltlHlltl...
7.
It
.0 fOUNDATIOI COItIETE SIALL It PLAtED II tICAV&JIDNS
PRECAST CONCRETE
COITAl III' 'IIEE IATtl 01 FROllR lOlL.
I. 10 IAClflLL SHALL It f'LACED AIIIIST STRUCTURES UlTIL CDICIETE HAS CURtD FOI 7 DAVS AID Ittl APPIOVED IY Til FERRILAI tolSTIUCTION toOIDINATOR.
t, SEE SpECIfiCATION StCTIDI lA. SITE WORt. PA.a&lA," t.15. fOI TilE PlOYISIOIS AID SPtCIIL SEOUtNtll' IEIUIIED FOR THE 'ILLII' AID 1&CIFILLII' fOI STRUCTUIES AID IERRS. 10. SEE SPECifICATION StCTI.. lA. SITE WORt. PAII&IAPK t.16. FOR FILLIII' AND IACIFILLII' '01 SLAIS 011 &RIDE.
1. REIIFORtIN' lARS SIALL COIFORI TO THE ItOUIIElltlTS OF ASTK ADlS. &llDt 60. 2. WtLOEO lilt fAIIIC SMALL CONFORR TO ASTK Al15.
3. biIFOllttl' OtTAILS IIIALl CDiFORR TO Atl STAl.DARO 315-80. -. ALL COII"IIIOUS lARS SIIALL IE LAPPED 36 DllllnE? FOI .6 lARS AID PALLEI. AID U DllllnERS 'OR 11 URS UD LUGER. IHUE IPLICES AlE IEIUIIED. VlLEIS OTIERMIIE IOTED. 5. SuPPo.T TIE IIL)ED lIRE "IIIC .. tIIIIIS DR CIIIICR£lE kOCIS •
.6. WELDED SPLICES SMALL IE USED '"£IE IIIOft .. Tilt OIAMIISS. CONCRETE
-
1. IlattllAL AID IOI'IAISHIP SIALl IE II acCORDIlltE MnN TilE REIUIIEIEITS Of BUIlDII' toOl FOI REIIFORCED to.cltTE Atl STUDAID 311. I
2. "IIIIIUR 21 DAV STREI'TH fOI STRUCTURAL COIICRETE IIClUDII' PRECAST SLAIS SHALL It -aoo PSI.
3. KII.RUI 21 DI' ITI'I'TII , .. TIE fILL OVEI IIIALL IE 3000 I'll.
)'T'
4. towe."t COVEl IIIALL IE AI ....... IUIIIIE» IT Atl STUDIID 311-n.
rK£
STAIR TIIADS
t. IUIIIIIII _
&I
S. SuKwrlacTII UAU. tlOnillATE TIll PLat... " toCIETt " IS TI ..IVII[ PWVPI.·... ADEtUATI CUTlVTS. ILEttlS. IISI.TI.... It• •
IUILT-II I[YICEI '01 U,EClIICII. . . . .C...'CII. UD dCIIlTtCTUUL I[YICEI. -
IIU.NIIl All
1. FURIISH THt.PlECAIT lOOF SLAIS AS SPttlFltD UlDEI SrEClflt&TlOII StcnDl 3£. PRECAST ClllCRETE. METAL DECKING 1. "tTAL DECIII' SKAL~ IE I~ A~COIIDAICE MITK ASTK A__6 MITM A III1IRUI YIELD OF 33000 PSI. IE GALVAIIUEO III ACCOIoallCE MITM AST~ A525 MITM TMt COATIIGS A$ SPtCIFIED UlDER SPECIFicaTION SECllOIL
2. ALL D[ClllG SHALL
st.
lETA!. DElliNG.
3. THt OECI SHALL It THE DEPTH. TYPE lID SAGE SMOMII ON THt PLANS.
REINFORCING STEEL
'AILS
L
",p,n
I. tDlSTlucTIOI JOIIITS IIIALL It LOCATED as I. . . . . TIt· OIAMII". AaT JOlin lor 111011 IUT _tCESSARY'. . • COiSTIUCTION SHALL It APPRDvED It Tilt FERRIW Entlul. A ~ PEIIDD Of -. NOURS IHILL U,&I'IE itT'" ADJAaJIT CllllClt".,: ... PLACER EllS •
-. FISTEN DECI PllltLS TO THt STRUCTURAL fRAltMORI IT tllDS IND AT IIT£III£DIATE SUPPOITS IV MELDS SPACED lOT 1I0Rt THIN lZ ICIOSS THE MIDTH OF THt PAIEl. WELDIIIG SMALL IE I' THE AIC-II£LOIII' "OCESS. USE MELD MASHtRS 01 THE lOaf DEC,. . FERM'LAB FURNISHED MATERIALS
1. THE R'TtIIALS AID StlvIC(S FUIIISlltD IV FEIRllAI IllL IE 'S OUTLINED II SECTIOM _.0 OF.EIIIIIIT A. SlJrPW£NTAAY TEIUIS AND CDlDlTII»IS.
SCHEDULE AND
..""
Specification Table HKB 14"
11A1"/2"
1%"/21k"
V4" BD = 0 drill bit size::::; anchor diameter depth of embedment E (minimum/standard)
1%"
HD
hole depth (E + 1 ·0) min.!std.
DC
wedge clearance hole
L
anchor length min.!max.
TL
thread length std.! extra thread length Stainless min.E Installation torque (ft. lb.) Steel std. E guide values Carbon min. E Steel std. E Min. Base Material Thickness (inches)
M
BMT
Anchor Size HKB HKB
HKB %" %"
Setting Details
I
2"
214"
5/16"
I 2~"
2314"
I
3%" 4"
4" 4%"
4"
4" 40 75 40 65
I
1" 1"
51k"
51k"
13/16"
3314"
I
7"
11A1"
4314"
6"
10"
12"
11k" 31k"/41k" 85 110 85 110
11k" 31k"/41k" 150 200 150 235
7" 114"
20 30 20 25
I 11/16"
2314"
3" 4 7 4 7
41k"/6"
214 "/31k"
7" ~"/11A1"
314"
314"1434"
Ik"
9/16"
21f4 " 41k"
2314"/4"
54"
7/16"
1314"
HKB
%"
HKB 3/4" 314"
112"
12" 214"
41k" 235 450 250 450
3" or 1.3E whichever number is greater
. Listings
Conforms to the description in Federal Specification FF-S-325, Group II, Type 4, Class 1 for concrete expansion anchors.
UL listed, "Pipe Hangers" (%" - 314" diameters). International Conference of Buildings Officials, ICBO Evaluation Report #4627.
Factory Mutual listed "Pipe Hangers" % KB II wlrod coupler.
Southern Building Code Congress International, SBCCI Report #8913
City of Los Angeles Research Report #24946
Anchor Program .
Standard Kwik Bolt II Sizes
~ Item Number
,
Description
Hole Anchor Min. Dia. Length Embed. Thread (In.) (In.) Depth (In.) Length
Hilti Drill Bit
Std. Allowable Working Loads 4000 psi Concrete Qty. Per Emb. BoxtCtn. (In.) Tension (Ibs.) Shear (lbs.)
1f4 1f4 1f4
13/4 21f4 314
11A1
314"
TE-C+ 14-6
100/900 100/900 100/400
2"
630
530·
38-214
%
21f4
1%
~"
TE-C+ 3.41-6
100/500
1%"
750
1470·
000453639 000453647 000453654
KB KB KB
38-3 38-334 38-5
% % %
3 3314 5
1%
11fs"
TE-C+ %-6
100/400 100/400 50/200
21f2"
1370
1470·
000453662 000453670 000453688 000453696
KB 12-234 KB 1112-334 KB 12-412 KB 12-512
Ik Ik Ik If.!
2314 3314 41k 51k
21f4
11f4 "
50/20C 50/200 31k" 501200 25/125
2400
2450·
000453704 000453712 000453720 000453738
KB KB KB KB
58-334 58-434 58-6 58-7
% % % %
3314 434 6 7
25/10C 25/75 25/75 25/75
4"
3290
3840··
000453746 000453753 000453761 000453779
KB KB KB KB
34-434 34-512 34-7 34-8
34 34 314 314
434 51k 7 8
31f4
20/80 20/80 10/40 10/40
4314"
4800
5120··
000454124 000454132
KB KB
1-6 1-9
1 1
6 9
41k
5/25 5/20
6"
7070
9200
KB KB KB
14-134 14-214 14-314
000453621
KB
000453597 000453605 000453613
..
~, ~~
TE-C+1f2-6 TE-C+ 1f2-12 TE-C+%-6 2314
11k" TE-C+ %-12 TE-C+3f4-8 11k" TE-C+ 3/4-12 21f4"
TE-FY1-13
·Values shown are for shear plane acting through the anchor bolt shank. When the shear plane is acting through the anchor bolt threads, reduce shear values by 20% ··Values shown are for a shear plane acting through the anchor bolt shank. When the shear plane is acting through the anchor bolt threads, reduce the shear value by 12%. All other valves shown are for shear plane acting through either body or threads.
100
~
44/ Design of Welded Connections
Flare-bevel-groove weld (10) Butt joint (B) T-joint (T) Comer jOint (C)
L.______
~:'~
r'------- -- -'
T3
dr
(E) : '
(V; /
?
,!
lTl
~-.--1
1 ~R
j Welding Process
Joint Designation
Base Metal Thickness (U = unlimited) T1
T2
LT2
BTC-Pl0
3116 min
U
T3
Root Opening Root Face Bend Radius·
T 1min
'.3116 min
C.,3T,min 2 R.O
GMAW FCAW
BTC-Pl0-GF
3116 min
U
T,min
1-3116 min
C-3T,min 2 R=O
SAW
Note A:
T-P10-S
112 min
1/2
min
1?
Groove preparation
R=O SMAW
.
lAv
NtA
1..112 min
C-3T,min 2
Tolerances As Detailed (see 2.10.2)
As Fit Up (see 3.3)
+1116.-0 +U.-O -O.+Not Umited
+1/8.-1/16 +U.-1/16
+1/16.-0
+U.-O -O.+Not Limited
to +U.-O -O.+Not Limited
Permitted Welding Positions
Weld Size (E)
Notes
All
5I8T 1
J2. 02.
-O.+NotUmited
Z A
+1/8.-1/16
+U.-1I16 -O.+Not Umited + 1/16.-0 +U.-1/16
-O.+NotLimited
All
51ST 1
J2. 02.
Z
F
51ST 1
J2. 02.
Z
Not prequalified for gas metal arc welding using short circuiting transfer. Refer to Appendix A.
Note J2: If fillet welds are used in statically loaded structures to reinforce groove welds in corner and T -jOints. they shall be equal to 1/4 T 1 • but need not exceed 3/8 in. Note Q2: The member orientation may be changed provided that the groove dimensions are maintained as specified. Note Z:
Weld size (E) is based on joints welded flush •
• For cold formed (A500) rectangular tubes. C dimension is not limited (see commentary).
Figure 2.5 (continued)- Prequalified Partial Joint Penetration Groove Welded Joints (see 2.10.1)
!
-,
Design of Welded Connections/35 Square-groove weld (1) Butt joint (B)
I
~(EJi~ I
-It ')L
T11..
,
R
Base Metal Thickness Welding Process
SMAW
REINFORCEMENT 1/32 TO 1/8. NO TOLERANCE
Groove preparation Tolerances
Tl
T2
Root Opening
(see 2.10.2)
(see 3.3)
Permitted Welding Positions
B-Pla
118 max
-
R..O10 1/16
+1116,-0
±1/16
All
B-P1c
1/4 max
-
+1/16.-0
±1/16
All
Joint Designation
(U .. unlimited)
R=
T1
min
As Detailed
As Fit Up
2
Weld Size (E)
Notes
Tl-1132
B
Tl
B
2
Square-groove weld (1) Butt joint (B)
BeseMelal Thickness Welding Process
Joint Designation
SMAW
B-Plb
Groove preparation Tolerances
(U .. unlimited) Root Opening 1/4 max
(see 2.10.2)
As Fit Up (see 3.3)
Permitted Welding Positions
Weld Size (E)
+1/16,·0
±1/16
All
- 41
As Detailed
Notes
3T
Note B: Joint is welded from one side only.
Figure 2.5 - PrequaHfied Partial Joint Penetration Groove Welded Joints (see 2.10.1)
..
u·,a
~
i;
~
! ~
i
I
i I
II I
Ii
f
•• Ii
..
.
APP''''''' , ')C
~L
..
.
~
G.l
1. ~Q
... ... .•..
~
=
r.l
..
!!
... ...
.a
~
...
u
~
:;;;
AS
. . r.,~=._________________________ ~~L~"'I5Ii:.D s/,.,/'.4
,It
...
!
.. e i;
LU ;I...
Il! ~~ ~~
••",t !..
November 7, 1995
FERMILAB RDlMSDlEngineering Analysis Group
To: From: Subject:
Russ Rucinski Bob Wands ~'J~ Review of Heat Exchanger Support Bracket Design Calculations
I have reviewed you design calculations and believe that the basic frame design is sound. In theory design safety factors will exceed three on the yield of the frame material, due to the criteria of a single support carrying the entire heat exchanger weight, and the application of AISC safety factors. The following question, however, do arise: 1.
What was the source of information on the heat exchanger weight?
2.
Is there the possibility of a horizontal load parallel to the long axis of the heat exchanger, and how large can such a load be?
3.
Is there the possibility of incidental vertical loads (personnel or equipment)?
4.
No estimation of the effects of prying action were presented, and given the relatively thin plate through which the Hiltis anchor the bracket to the wall, this effect could be significant.
5.
The bracket is of unusual shape; a simple truss would be more efficient. Was this shape driven by the need to avoid certain volumes due to cable trays, etc?
6.
The calculation of vertical force on the vertical member assumes that force can be a maximum of the heat exchanger weight. However, one simplified analysis can show that, if the upper bracket is assumed to be pinned to the wall (simply supported) and the upper horizontal member is loaded, there is a mechanical advantage that tends to multiply the vertical load on the vertical member. For consistency this load should be examined as the highest load the member will see.
7.
No calculation is presented for stability of the vertical member. As this design will transfer most of its shear to the bottom bracket via this member, (see 6 above) some check of stability should be made.
8.
Are there any plans to load test the platform to some reasonable margin over it's true
operational load? 9.
No factor was included for dynamic loading during installation. Did you intend the doubling of design load to accommodate this effect?
Overall the note was very complete, well written, and easy to follow. I doubt that answering any of the questions above will result in a modification to the design, and as soon as I receive your reply and we get these issues resolved the note will be approved.
November 11, 1995
C~ Fermilab TO:
Bob Wands
FROM:
Russ Rucinski
SUBJECT:
Reply to comments on review of Heat Exchanger Support Bracket Design Calcs.
Thank you for your review of the calculations. I will address your questions and comments in this memo. To document the information, a copy of your memo and this memo will be appended to D-Zero engineering note 3823.115-EN417 as a revision. ANSWERS:
",.-.
I. The heat exchanger weight of 6700 lbs was obtained by weighing the heat exchanger with a below the hook scale when the heat exchanger was initially moved into the D-Zero assembly building. The heat exchanger was recently weighed at 7100 lbs. The weight change was due to piping modification work. The center of gravity of the heat exchanger is approximately 24" towards the bayonet can end. So in the final installation the support closest to the bayonet can will see a static load of 3960 lbs. and the other will see 3140 lbs.
2. The possibility of a horizontal load parallel to the axis is only present during installation. A calculation was done in which I estimated that each support could safely withstand a load of 1835 lbs in this direction, acting at a point 34" away from the wall mounting connection. Even though the expected horizontal load is an order of magnitude less than this, a temporary member is attached to one of the brackets to strengthen it in this direction during installation. Due to the nature of the installation, the other bracket does not have a possibility of horizontal loading. 3. Some additional vertical loading will be applied to the bracket furthest from the bayonet can end from piping being supported off of the vertical member. It is estimated that the additional weight will be less than 500 lbs. There will probably be veIY little if any piping supported off of the bracket nearest the bayonet can of the heat exchanger. 4. The plate through which the Hilti anchors act was increased to 3/8" thickness at the time of fabrication. In addition, the weld attaching this plate to the rectangular tubing was made continuous rather than intermittent. Since these changes only increased the strength of the design, I never revised the calculations. In hindsight, I agree that an analysis of the attachment plate should have been made. The effects of PlYing are not easily analyzed, and simple conservative models do indicate that it may have been a concern if the plate thickness was not increased. 5. The shape of the bracket was chosen by the installation location. The outeIlllost surface of the vertical member matches the surfaces of concrete support columns in D-Zero. "........
6. The simplified analysis that you propose models the connection of the vertical member to the upper horizontal member as pinned. I think that model is interesting and conservative. I chose to consider that connection to be rather rigid considering the full around welding at the joint. If I consider the mechanical advantage model. the stresses in the member are still below allowable. I prefer not to revise the calculations for a pinned model.
2 ~
7. The vertical member was not analyzed for buckling because it is a very short, stout member with relatively low stresses. 8.
We have no plan to load test the supports.
9. Yes, doubling of the design load did give me a margin to take care of any dynamic loading during installation.
)
)
)
/dks'd3s7/ms_rucioski/ RESULTS: 6-RESULTS6 STRESS COMPONENT - MAG MIN:
'.8'E-ll MAX:
1.16E+O'
VALUE OPTIOH:ACTUAL 1.16E+O'
1.0'E+O'
9.28E+03
8.12E+03
6.96E+03
5.80E+03
'-6'E+03
3.'82+03
)) -0
\J
~
2.32E+03
1.16E+03
Y
'&11
...o
Page 1 02-Jan-96
I-DEAS Master Series 2.1: Simulation /dks4d3s7/ms_rucinski/HXbracket2.mf1 Gr~ ID Re_ ....t Set Report Type Result Type
Node
.;--
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48
Stress 4.838E-11 4.645E+03 7.603E-11 1.156E-10 2.019E-10 3.682E-10 3.553E-10 1.767E+03 3.533E+03 3.616E+03 4. 314E+03 5.546E+03 6.779E+03 5.786E+03 2. 950E+03 2.710E+03 2. 471E+03 2.231E+03 1. 991E+03 1.752E+03 1.512E+03 1.273E+03 1.033E+03 8.732E+02 4.805E+03 4.327E+03 3.850E+03 3.372E+03 2.895E+03 2.417E+03 2.087E+03 2.079E+03 2.400E+03 2.877E+03 3.355E+03 3.832E+03 4.310E+03 4.787E+03 5.265E+03 S.742E+03 6.220E+03 6.698E+03 6. 915E+03 4.247E+03 4.247E+03 4.247E+03 4.247E+03 4. 980E+03
None 7 - RESULTS7 contour STRESS COMPONENT
units
IN
10:44:39
Page 2 Simulation I-DEAS Master Series 2.1: /dks4d3s7/ms_rucinski/HXbracket2.mf1
02-Jan-96
10:44:39
AP P fCt-.U::;)\ X C.3
Node 49 50 51 52 53 159
Stress 6.450E+03 7.922E+03 9.395E+03 1.087E+04 1.160E+04 8.332E+02
Maximum
53 1.160E+04
Minimum
4.838E-11
Average
3.742E+03
1
--
,eat Exchanger Bracket Results LIsting elected 566 entities. Use "Highlight_Selection" to see all :'umber of data items : 0 :umber of data items : 0 'ata component: VON MISES STRESS ~
deam
Maximum Von Mises Stress
Location Point Loadset
555 17 554 545 16 564 565 27 7 563 553 26 18 562 546 556 25 13 14 15
1.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 0.0 1.0 0.0 0.0 0.0
7 7 7 5 7 8 8 8 5 8 7 8 6 8 5 6 8 6 6 6
1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Stress
11602.9 10130.7
8658.4863
7395.2891
7186.2974
6936.2935
6893.2378
6458.7412 6162.7417
5981.1885
5714.1079
5503.6357 5043.6450
5026.0825
4930.1924
4566.0928
4548.5283 4246.6167 4246.6152 4246.6152
'hese beams stored in in the processed group 'orces on beam 555 at X - 1.999998 for analysis dataset 5 Axial force - -2634.67 Y shear force 8122.105 Z shear force 0.0002531347 ~7que
0.007400619
moment - -0.06526328
Z bending moment - -122825.2
+
~ending
'orces on beam 566 at Axial force Y shear force Z shear force Torque Y bending moment Z bending moment -
--
X-
1.5 for analysis dataset 5 2634.833 -1322.106 -0.0002531347 0.0261942 0.4854327 -246.9303
A,PPE:..ND \ 'f..
c4
-
l-\X
A I-JA I....'-f SIS
PL.A.TE..
ToP
l17~ -- -
~
0
c:J --
iTI~1
()
cO I 5S.S
E:4Y = Co800 Dt::'::(.." c..-r"f 0,...1
Ca."i,<:!.
'c.
IC.'S"
8 , I
I
I eo!!.2.
'I
II
L.bS
Ibs
f S~~S
bV6- "t"#
T~et...E- 2G::o ~6~
l'
I
q
.""
~4x:.':
'Z. T'fP
,
~-- -
..I
-----1'
~4~
I
~A
(2.o~.t Y'o""-'t'r.
$1""""\.,-1
,"'11
6-'0,
5lJP1"o"''''''-et>
vV =-
%a
I
bI
:::
l.:? , 58. '5 L.65
t::: . 315
a.~
"y b
/w,Ue-s
)G1 .... 1.1 b
y
a.-=:.2b I~ "'tC(l.(>o,jt"C'''if;
f'0"tL
~
~_
_-'-----_ ~ _ _La-,~=~~~( • ~ ,
= t. ~ 'S b
?-:>
'2.) ( " \,;8.:.'5 lb S") _
=
"C:; "
2
-2. =Lto I Z
OSI
\?:>=-. 775
I
I
RLl.5~
1\-6-95 Kuc.I"-.l5\:=...\
~
0 ;
H. ~. s-n:e:t--) :A..~-r;.. Pc-rc-t'E USED
IN
I'T/-f MI~. '-f,~ ~ ~b ~~,
i
~ = CL bbFy
= D ·b~ (36 JLsi)
-=
2.3.. 7C:,
1<$
t
,,
...
=
=
0
lZ.3
-
. 23.7~
0
0·52
~
t
IJ
!borr.""
~
0
~
~ 70" . 4- I",'l-Ib5 +
,.
LOfl'>rO/. I oj cUr
! '\
,,-
0
-
\
B .. !
i -
--
\
I
-.
""'lfl5;/t1i
~T.r
~
~
/~pIj
4
dl;t'r"rQ- 4
,,,,c,f.H'
+
[ %~lIrri?f*'l ~ gfQ~ ";I.,,. s
r
\bS
I~~,",ec; =
5/3.2 - IN.
61 5 & <"'--+----
T I~
~.1677
- - - - - - - - - - - - - - -
LOA{)
-roP
~
~ 1,8.5
\I-g-q$ ~U$S, 'Rvc.-I,....,S~(
,.,.
$01.. "'1\1(:,
.,...-1-f1::::;
e-av,4--r"lo,J5)"
f'UJD
~ 1>."'' '- -to I. '70'( '3
.s.Y?'M
11..II"T"t'aM
.,.
::
-
s1" fLE:; SS) /0 '3D <0 u..S/,,.,
(" 707')(
0
II
0 U
I
F
I '"
1-z..?:N) '::'
1,7;
Iby,..,
"205
3 I
5 I ~. 2
b>/.,N. I...e-r
, .3 J.f g 8
pSI
O. "' '
DI'5"1"t2letJ-rec I...lrJE. 1..-0"",,, ~) (/7 ..f If. e.,," E'pc.,=
n",,,,
a.. ". S b :::
:,)
-:r::.
Me ::
I.
/1
'Z. ~ ,
