The document provides a design analysis for a proposed 2,000 lb jib crane to replace an existing 1,000 lb jib crane in a chemical lab. The proposed crane will have an L-shape constructed from two W12x40 I-beams. It will be supported by the existing lower hinge brackets, which will be strengthened. The analysis recommends carbon steel A36 for materials, a minimum 1-in diameter pin made of A325 steel, and specified weld sizes. Allowable stresses are calculated based on a design factor of 5 on the material ultimate strengths. Analysis of the boom, hinge brackets, hinge pin, and welds results in stresses below allowables, confirming the acceptability

1. P w . l . f I
1 . ~ 0 ~ 625110
ENGINEERING DATA TRANSMITTAL
2. To: (Receiving Organization)
Distribution
3. Fran: (Originating Organization) 4. Related ED7 NO.:
Ooeration Eauioment N/A
. .
I Engineering I
5. Proj./Prog./Oept./Div.: I 6. Design Authority/ Design Agent/Cog. I 7. Purchase Drdar NO. :
TWRS Interim Stabilization
Engineering
Engr.:
H. H. Ziada
12. Major Asam. Dug. No.:
I
11. Receiver Remarks: 11A. Design Baseline Docunent? [ X ] Yes [ ] No
8. Originator Remarks:
HNF-3286, Rev. 0
This EDT Transmits the Release o f the Supporting Document
13. Permit/Permit Application No.:
9. Eguip./Conponent NO.:
10. SystdB(dg./FasiLity:
15. DATA TRANSMITTED
IEl M a or Dascdption01Data
IAl I
C
1 ID)
Sheet Re".
ltam I
S
1 DocumsntiDrawingNo. Transmmsd
NO. No. NO.
1 HNF-3286 0 Design Analysis o f
2.000 lb. Jib Crane
Appmval OasignatorI
F
1 I Reaeon far T r . n ~ m ~ a l ~ Q l I DIwadtbn (HI & (I1
E. S,(
1
. D or NIA [ 1. Approval 4. Review I 1. Appmved 4. Reviewednoleomment
(F) (0) (HI ( I )
D
.
.
i
p
- tor nator .r
Approval Reason O+# Recab-
nator Tnni- DIspo- Dispo-
mittai .
n
b
n dum
SQ 2
leea WHC-CM-3-6.
Sso.12.71
Sionotura of EOT
2. Release 5. Poat-Review 2. Appmvad wlmmmmt 6. Reviewedwlsomrnsnt
3. information 6. Diit. IRecdpt AEknow. Requiredl 3. Dhppravad w/Eommml 6, Rscolpt afknowledged
Originator I for Receiving Orgmlzatlon
I
..
Cognizant Manager

2. S
HNF-3286, Rev. 0
Design Analysis of 2,000 Lb. Jib Crane for
Chemical Lab
H. H. Ziada
Numatec Hanford Corporation, Richland, WA 99352
U.S. Department o f Energy Contract DE-AC06-96RL13200
EDT/ECN: 625110 uc: 2000
Org Code: 82600 Charge Code: 103352/EF00
B&R Code: EW3120071 Total Pages: 20
Key Words: J i b Crane, Chemical Lab, 200 East, Design Analysis, Hoisting
and Rigging, Tank Farms.
Abstract: This design analysis provides a design (Materials, sizes, and
dimensions) o f a 2,000 l b . J i b Crane t o be i n s t a l l e d i n the 200 East
Tank Farms Chemical Lab (MO-733) t o replace an e x i s t i n g 1,0001b. J i b
Crane.
TRADEMARK DISCLAIMER. Reference herein t o any specific c m r c i a l prcduct, process, o r service by
trade name, trademark, manufacturer, or otherwise, does not necessarily constitute or imply i t s
endorserent, recamendation, or favoring by the United States Govermnt or any agency thereof o r
i t s contractors or subcontractors.
Printed in the United States of America.
Control Services, P.O. Box 950, Mailstop H6-OB, Richland UA 99352, Phone (509)372-2420;
Fax (509)376-4989.
lo obtain copies of t h i s docunent, contact: DocMmt
I ,
10:
a
Approved for Public Release
A-6400-073 (01197) GEF321

3. CHECKLIST FOR INDEPENDENT REVIEW
Document Reviewed Desiqn Analysis of 2.0001bf Jib Crane for Chemical Lab
Document No. HNF-3286 - Rev. 0
Author H. H. Ziada
Y e s m u
Da [ I [ I Problem completely defined.
MI 1 1 [ I Necessary assumptions explicitly stated and supported.
[ I [ I ba Computer codes and data files documented.
Data used in calculations explicitly stated in
document.
Data checked for consistency with original source
information as applicable.
Mathematical derivations checked including dimensional
consistency of results.
Models appropriate and used within range of validity
or use outside range of established validity
justified .
w [ I [ I
fA [ I [ I
w [ I [ I
pa 1 1 [ I
p4 [ I [ I Hand calculations checked for errors.
Code run streams correct and consistent with analysis
documentation.
Code output consistent with input and with results
reported in analysis documentation.
Acceptability limits on analytical results applicable
and supported.
1 1 [ I DQ
1 1 [ I pa
ga 1 1 [ I
Limits checked against sources.
w Safety margins consistent with good engineering
practices.
Conclusions consistent with analytical results and
applicable 1 imits.
Results and conclusions address all points required in
the problem statement.
JKl [ I [ I
pl [ I [ I
L. J. Julyk
Reviewer

4. HNF-3286, Rev. 0
Design Analysis of 2,000 lb.
Jib Crane for Chemical Lab
H. H. Ziada
January 1999

5. HNF-3286 Rev. 0
TABLE OF CONTENTS
1.O INTRODUCTION AND OBJECTIVE
2.0 CONCLUSIONS AND RECOMMENDATIONS
3.0 CONFIGURATION AND MATERIAL
4.0 LOADING AND CRITERIA
4.1 LOADING
4.2 ALLOWABLE STRESSES AND LOADS
5.0 ANALYSIS
5.1 JIB CRANE BOOM
5.2 HINGE BRACKETS
5.3 HINGE PIN
5.4 WELDS
5.5 ANALYSIS RESULTS
6.0 REFERENCES
1
1
2
2
2
2
4
4
5
7
9
11
12

6. NumatecHanford Corp. Doc No. N F a
EVALUATIONANALYSIS R.v*ion: 4
-
I
d
a
u
k
-
. W O N o b N o . ~ O
-
:
- L.b
LoamlK ev:
DESIGNANALYSIS OF 2,000 IMJIB CRANE FOR CHEMICALLAB
I
.O INTRODUCTIONAND OBJECTIVE
A 2.000 Ibfjib crane is neededto replace an edsting 1,000 Ibfjib crane inthe ChemicalLab (Building -733).
The edsting I
.OOO Ibfjib crane (to be replaced) hasa 174boom (I-beam). The craneisattachedtothe wall through
two brackets(about 8 ID-R apart). The boom isattached to the lower bracket, and a supportingrodisattachedto
the upper bracket. The supportingrod isattached to the boom at about 8 4fmm the free end.
After prellminatystudies and discussions, Itwasdecidedto constructthe newjib cranefmmtwo perpedlcular
I-beams(L-shape) without a supportingrod (see Figure I).
The craneisto be supportedon the wall throughthe t
w
o
lower edsting brackets (about 5-R apart). The boom isto be 20-R longcantilever (the horizontal Cbeam). The vertical
I-beamisto be attachedto the lowertwoexislingbracketsto support the jib craneto the wall. This constructionis
to be similar to anotherexisling 1,000 Ibfjib crane (L-shape) inthe lab.
The pur- of t
h
i
s document isto performa deslgn analysis for the proposed2,000 lbfjib craneto determinesuitable
sizesof membersand configurationof the newjib crane assembly.
After construction, Iftheas-built assemblydiffersfrom the 2,000 Ibf jib crane as proposedInthk document, a revision
of this analysis needsto be performedto confirm the acceptabilityof the as-built assembly.
2.0 CONCLUSIONSAND RECOMMENDATIONS
The following recommendedmaterials. sizes,and dimensions are based on the deslgnfactor of 5 spedtkdin DOE
(1993), and the guidelines provided inAlSC (1989).
I-
All structural materialsare recommendedto be carbonsteel A36 (ASTM 1097) and the pin materialto beA325 steel.
2- The L-shapedjib crane isrecommendedto be constructedfrom I-beamsize W 12x40(as minimum&e).
3- The assemblyof the L-shapedI-beamsand hinge connectionsshall be similar to that of the other exlsting 1.000 Ibf
jib crane (L-shape) or stiffer (seeFigure 1) .
4- The edsting lower two bracketsof the 1.000 Ibf jib crane to be replaced(about5-R apart) shall beuwdInconnecting
the newjib craneto the wall. The thickness of the upperand lower brackets of eachsupportshouldbestrengthened by
a IR-in. thick plateatthe hole region. Thiswill providestotal thicknessof l-in. for each bracketto satisfythe DOE
(1993) stressallowable (seeFigure2) .
5- The pln of each hingeshall be a minimumof l-in. diameter and made of A325 material.
6-Allwelds shall be filletweldswith the sizesshown in Fgures 14,or stronger. The recommendedweld materialis
ETOXX.
Sketchesof the proposedjib crane assemblyare shown in Figures14. Final drawings should bedevelopedand
approved. Ifthe final as-built assemblyisdifferentfrom the proposedsizes,dimenslons. and conllguration; a revisionof
this analysis needsto be performedto confirm the acceptabilityof the as-built structure.
I

7. Numatec HanfordCorp. DocNo. HNFJZas
EVALUATIONANALYSIS R.vwon: 9-
--
3.0 CONFIGURATIONAND MATERIAL
The coniigurahn of the proposedL-shaped2.0001bf jib crane is illustratedin Fbure I.The cranel
aconstructed of two
perpendicular I-beams, which are selectedto beslze W 12x40(stronger slzes can alsobe usedbutthe beamweight
should not exceed 70 Ibflft). The boom (horkontalpart) hasa 20-R effecthrearm. Thejib crane la attach4tothe two
exk;ting lower hingebrackets. A sketch of the modified bracket is illustratedin Fbure2. The edrting h m e brackets
are made of I M n . thick plate. The bracketsare welded to the wall by a 1IUn. all aroundIllletweld. The bracketsare
modified bythe additionof a IR-in. thick plate at the hole regionon the outer upper and lower horlzontalsurfaces.
The structural materialof the new componenbisselected to be carbon steel A36, and the pin material la to beA325
(ASTM 1997). The yield strengthof the A36 material is38,000Ibflinz. andthe mlnlmum ultimatetensilestrengthis
58,000 Ibflln2. The yield and ultimatestrengths of the A325 materialare 92,000 lbfllnZand 120,000lbfAnz,respecthrely.
4.0 LOADINGAND CRITERIA
The evaluationisbasedon the generalconstructionand installationrequirement8 of HanfordSIb Ho#ing end w i n g
Manual (DOE 1893), and the guidelines providedinthe Manualof Steel Construction, Allowable S
t
r
mD d g n (AISC
1989).
4.1 LOADING
The loadlng onthe 20-R boom (cantilever) isthejib crane rated load of 2,000 Ibf,and the boom (W 12x40 I-beam)
distributedweight of 40 lbflft (3.333 Ibflin). The boomweight isconsidered becauseIt hasdgniRcant contrlbullon t
othe
bending moment.
4.2 ALLOWABLE STRESSESAND LOADS
The allowable s
t
r
- and loadsare basedon the deslgn factor of 5 on the ultlmatetensilestrengthof the mstehl
(DOE 1993). The shear strength istaken as 0.577 of the tensile strength (Von-MsenCriteria), which iscondste~nt
nrith
ductile material behavior. and gives allowable shearstressmore conservativethan the AlSC ratlo of 0.88 (see below).
Becausethe the jib crane isa steel structure, thus, the ratiosbetweenthe different stressallowables inAlSC (1889)
can be appliedto determinethe shear and beatingstress allowables in comparisonto the tenslle stressallowable.
FromAlSC (1888); the allowable tensile stress(Ft) is0.8 of the yield strength,the allowable&earstress(Fv) la 0.4 the
yield strength,and the allowable bearing stress(Fp) is 0.8 the yield strength.
Ratio of shear stressto tensile stressallowables = FvFt = 0.4/0.6 = 0.88 > 0.577 (thus 0.577 isusedto obtain Fv).
Ratio of beatingstressto tensilestressallowable3 = FpFt = 0.9m.8 =I.5
4.2.1 Allowable Stressesfor Structural Components(A38 Material)
Fu
Ibf
F
t :=-
5 F
t =11600*-
Ibf
Fu :I
SSOC0.-
2
in
in2
Allowable bending stress@nslle end compredw,
see neklpage)
Allowableshear stress
Ibf
Fv =6693*-
in
FV:=0.577.R
2
Ibf
Fp = 174OO.-
in2
Allowable beatingstress
L

8. Numatec Hanford Cop. Doc No. JiNF-3208
EVALUATIONANALYSIS Revidom 9
-
PageNo. 3 d / b
cli.nt: -
. WON& No.-M.WGO
S u b j a c t : p h l Lab ' Z A
laeuiML00 M
0
-
m
. s
:
* :
-
L
-
M
: .mildim mmw~ r a
HM. w . r h ~ Ravh.d: By:
The allowable compressivebendingstress depends onthe slendernessratio (
V
r
,
) of the flexural member (I-beam).
The AlSC (
I
989), Section F I.3, providesformulasfor differentcasesof slendernessratio. Whenthe unbracedlengthL
isgreaterthan a specified
is calculated in accordancewiththe followingformulasof AlSC (1989).
b f =&in Flangewidth
76.bf
L =-
value (defined below), the allowablecompressive bendingstress for the W 12x40I-beam
Yield strength
Ibf
Fy =36WO-
in
(where Fyis 36 kips)
2
Lc = 76x8/6 = 101.33 in
" &
L :=240.in
'
T :=2.14.in
_ -
-112
'
T
For flexural memberswith compactor noncompactsections, andwith unbracedlengthsgreaterthan Lcwith an edsof
symmetryin,and loadedinthe planeof theirweb. the allowablebendingstress in compression(Fk) isshown below.
C b : = l
Beamlength, greaterthan L, of 101.33-h.
Radiusof gyration of compressionflange plus 1/3 of compressionweb,
from I-beam propertiestables inAlSC (1989).
For cantilever beams; coefficientdependson end momentsratio.
51oooo'cb
;(53.23< 112.15< 119.02).
F
Y
The beamsatisfiesthe following condition,
'
T
When L (24041.) exceeds L,(107.33-in.) and I/rT(112.15) is betweenthe abovevalues. the allowablecompressive
bendingstressis determinedas the largervalue from the followingtwo equations.
Ibf
a := lS3LXCOCOO-
in2
Dummy unitsfor a constantgiveninthe following equation.
For anyvalue of U
r
,
:
1
C1 :=2.9.,
Ibf
c 2 := 12lxmxQ.-
CI=d/Af, ratio of depthto flange area (AISC 1989).
Dummyunitsfor a constantgiveninthe following equation.
I
n
in2
C2.cb
FbcZ :=- -----(2) lbf
L.C1 Fh.=17241*-
2 Secondcompressive bendingstressallowable
in
BothF k l and Fk2values of the abovetwo equationsare greaterthan Ft. Therefore, Ft of 11,600Ibfhr? is used for
allowabletension and compressionbendingstresses.
J

9. Numatec Hanford Cop. Doc No. ILCLE-328s
EVALUATlONANALYSIS R.vi.lon:
PageNo. 4 d / 6
WON& No. JilWGO
L;c,
c
i
l
a
n
t
: -
.
Suy.ct: IW Jib C n n s i l Lab
Loation: p R e By:
4.2.2 Allowable ShearStressfor FilletWeld
Assume the weld electrode materialis E70XX. The AISC (1989). Table J2.5, specifiesthe following shear stress
allowablesfor fillet welds.
Allowable shearstressfor shear on effective area = 0.3 x Fu weld = 0.3 x 70,000 = 21,000 Ibf/in2
Allowable shear stressfor tension or compressionparallelto axisof weld = same as basemetal
To be consistentwith DOE (1993) andthe derivationof the base metal allowablesinthe precedingsections, the
allowableshearstressfor welds will be taken asthe base metalallowables(consenrative).
733. c z * g e
Fvw :=Fv
t :=0.25.in
Allowable shearstressfor weld
Ibf
Fvw =6693a
-
in2
Allowableshearstress (per linearinch) for 1/4-in.
Ibf
F
, :=0.707.t w.Fvw F = 1I83 --
in fillet weld.
4.2.3 AllowableStressesfor Pin (A325 Material)
lbf
fup := 1 2 ~ . -
in2
Ultimatestrengthof pin material
Allowablebendingstressfor pin
lbf
Ftp =24000 e
-
2
Ibf
F v ~
:=0.577.Ftp F~p=13848*-
2
in
Ftp :=-fuP
5 in
Allowableshear stressfor pin
5.0 ANALYSIS
The analysiswas performedby conventionalhandcalculationsusingformulasfrom Roark(1975), Bruhn(
I
965), Ricker
(Iggl), Shigley, and Blodgett(1982).
5.1 JIB CRANEBOOM(W 12X40 I-BEAM)
The bendingmomentis calculatedfor the 2,000 Ibfat 240411. (fromthe wall), end for the distributedweight of the boom
( ~ 3 . 3 3
Ibfhnfor the I-beam). Thk momentk consewalive for the boomanditsweldconnectionto the box.
P =2000,lbf w ,= 3.333333.E (40 Ibf/fI of I-beam) L :=240.in
w.L2
M :=P.L+-
2
S :=51.Sin3
M
Ob :=-
S
in
M =576oOo*in~lbf Momentat bed end
Modulusof section
Bendingstressislessthan bendingstressallowable of 11,600 Ibf/in2.
4

10. Numatec Hanford Corp. Da No. HtiF-3288
EVALUATIONANALYSIS R d J o n : e
PapNo. ~!LL&&-
5.2 HINGEBRACKETS
The resultsof a preliminaryanalysisindicatedthatthe brackets(at the pin hole region) needto be thickerthan the
originalthicknessof 0.5in. in order to satisfythe shear and bearingstress allowables. It is recommendedto
strengthenthe bracketsbywelding (0.25in. filletweld) a 0.5in. plateto the upper and loweroutermost horizontal
surfacesof each bracketatthe hole region. Thewelded platesneedto followthe contourof the bracketsandto allow
sufficientdistancesfrom the outsideedgesto facilitatethe welding onthe outside of the added plate(no weld onthe
holesurface). The modifiedbracketconfigurationis presentedin Figure2.
The moment M (576,000 in.lbf) producesa couplethatgeneratesaction and reactionforces (F) inthe two brackets.
The distance betweenthe centerlinesof the bracketsis 5-R (60-in.).
The bracketat the hole regionshould be checked for the follohhg failure modes.
1-Tensionfailure at sidesof hole.
2- Doubleshearfailure.
3- Bearingfailure.
4- Tearingtensionfailure or hooptension failure.
5- Compliancewith dishingfailure.
Bruhn(1965), Ricker(1991). and Shigiey (1983) haveslightlydifferent approachesin dealingwith shear, bearing,and
tearingtension failures.
5.2.1 Tension Failure
The modifiedbracketis 1.
&
i
n
. thick, andthe side distancefrom the holeto the edge is about 1. O h . (see mure below).
t = I.0.h Platethickness
M
F :=_
L 1
F =9600 -1bf
F
f t :=-
APt
Side lengthfor tension stress
Tension area
Distancebetweenbrackets
Forceon bracket
Tensile stress is lessthan 11,600 Ibfln2allowable stress.
lbf
ft =4800*-
in2
5

11. Numatec Hanford Corp. Doc No. MF-3288
EVALUATIONANALYSIS RevMn: e
-No. 3
s
L
&
ui:-
. WOlJob No.JlW'GD
Subject Jib CRm&
.
W
&
&
,
d Lab
Lmtiom R.vkd:
5.2.2 DoubleShear Failure
m.
L .=l.O.in Shear distanceto edge
S '
Ibf
f =4800.-
in2
5.2.3 BearingFailure
D := I.0.h
Apb :=D.t
F
f '=-
A Pb
P '
fp=9600--Ibf
in*
Shear area
Shearstress islessthan allowableshearstressof 6,693 Ibfln2.
Pindiameter
Bearingarea
Bearingstress k lessthan 17,400Ibfhn2allowable bearingstress.
5.2.4 TearingTension Failure
This failure occurswhen the pindiameterk smallerthan the holediameter.
a) Shigley(19830 statesthatthis failure isavoldedby spacingthe holeat least I
.5 diameterfrom the margin(edge).
I.5 xd = 1.5x 1.O = I.5 in, this k morethan 1.Mn. distance from the edge. Thus, check the tearingtendon failure.
b) Ricker(
I
991) assumesthatthe tear resultedfrom a bendingstress insection betweenthe hole andthe boundary.
Assume that a blockof 0.8xd inlength, e Inheight, and havethe same platethickness. The block performsas a
fixed-endsbeam (see sketchon previouspage).
e =l.O.in
Ld ~ 0 . 8 . D L d = l . k Beamlength
s =-
Heightor distanceto edge
2
t.e 1
6 s=o*in
3 Modulusof section
F,Ld
MI =-
8
M1 =960.in.lbf
Bendingmoment
6

12. Nurnatec Hanford Corp. Doc No. J3NF-3286
EVALUATIONANALYSIS uwirlon: 9
-
P.WNO. 7 o
( /6
WON& No.W O O
C I h t -
.
blEdwb Mcx33.
S
u
b
+
%
- L.b
Rniud:
Bendingstressis lessthan allowablestress of 11,600 Ibfln2.
Ibf
f =5760.-
i
n
c) Bruhn(1965) statesthat failuredueto shear out and bearing(tearing) are closely relatedand are covered by a single
calculationbasedon empiricalcwves. The allowableload (Pd may be expressedas a function of the allowablestress
2
Bearingarea
Shear bearingfactor basedon
t/D4.O, and e/D=l.5 (see curve) .
Allowabletensile stress
2
A pb = 1.in
K bv := 1.4
lbf
Ft=11600--
in2
Pta:=Kb,,,.ApEFt
Allowable loadk greaterthan
the acting loadof 9,600 Ibf.
Pta = 16240 .Ibf
5.2.5DishingFailure(Out-of-Plane Buckling) 0.1 1.0 ?.E l.E 2.1 l.P U 4.0
r5
Ricker(1991) statedthat dishingcan be preventedby havingthe platethicknessequal or greaterthan 0.25 the
diameter, but neverlessthan 0.5in. The bracketsatisfiesthis condition. Therefore, dishingis not a concern.
5.3 HINGE PIN
The existing pin has l-in. diameter. The bracketdoes not have enoughdistanceto the front edgeto Increasethe pin
diameter. Besides,it is not easyto machinethe brackethole because it isweldedto the wall structure. Therefore,
the pindiameteris restrictedto lin. diameter.
Eachpinissubjectedto a force of 9,600 Ibf. The pinischeckedfor shear and bendingstresses(the bearingstressis
envelopedbythe bracket). PreliminarycalculationsIndicatedthatthe pinshould be madeout of materialstronger
thanA36 carbonsteel. Thus, the pin materialneedsto beA325 or stronger.
5.3.1 ShearStress
Firstassumethe pinwill fall underdoubleshear.
F
2.A
fsp :=-
Ap -i .in2 Pinarea
Doubleshearstress is not conservative. becausethe loadis not uniform.
Ibf
f =6112*-
2
in
sp
7

13. Numatec Hanford COT. Doc No. mF-3286
EVALUATIONANALYSIS R d d o m 9
-
Page NO. &
C
L
I
%
crtmt: -
. WOlJob No. NlWGO
H
M
o
m
.
Subjct: m i a n I
L o a t h -s733 -til w:
Second, assumethat the rotationof the crane(due to the bendingmoment) will causethe 9.600 Ibf load
to act as a concentratedloadonthe pin, see sketchbelow. Therefore, the pinwill be undersingleshear.
This is a conservativerepresentationfor thii application.
Ibf
f spd = I2223 .-
in*
Singleshear stress k lessthan 13,848Ibfhn2allowableshearstress.
5.3.2 Bendingstress
Ingeneralstatictests of single boltfrttingswill notshow a failure dueto bolt bendingfailure. Beddes, i
lk not known
exactly howthe loadk distributedto the pin northe relativedeformationsofthe pinandthe members. However, it is
importantthat sufficient bendingstrengthk providedto preventpermanentbendingdeformationso that boltscan be
readilyremovedin maintenance operations.
Assume simplysupportedbeamwith concentratedloadasshown in the sketchbelow, with a maximum clearanceof
0.125-in appliedon oneside, andthe gap betweenthe pin andthe hingeon the left is not closed.
a =0.125in
b =5.37S.in
L =s.s.in
Distancefrom closesupport(Clearance)
Dktancefrom far support
Lengthof pin betweensupports(inside of the bracket)
P
b
R :
F
.
-
LP
R =9382*Ibf
Reactionforce
M ,=R.a
P'
Mp=1173*in.lbf Maximum bendingmoment at pointof load
32.Mp
fbp:=-
II.D3
Bendingstress k lessthan the allowable bendingstressof 24,000 Ibfhnz.
fbp-11945'- Ibf
in2
I L S (cle.traMte)
6 t-ac k e t
8

14. Numatec HanfordCorp. Doc No. MF-3286
EVALUATIONANALYSIS urvh(on: p-
-No. JULLA
Clknt. -
. WolJDb No.M H G D
S u w ICI Jib I Lab m e : i w i m ~ y :
Location: avlldirn M
o
m LakJWE Area Hanfofd.Washinaton By:
5.4WELDS
Thissectionevaluatesthe welds ofthe crane assembly. The weld thatjoins the the hingebracketto the wallis an
existing 1/44n. fillet weld. The other welds areto besizedto supportthe crane loads. The weldswere evaluated
accordingto formulasobtainedfrom Blcdgett(1982) andthe guidelinesof AlSC (1989).
5.4.1 Welds of HingeSupport
This isan ehting l/din. filletweld (seeFigure2).
The normalload onthe weld is 9,600Ibf (load per bracketto reactthe moment).
A, .=22.15in Weldarea per unitthickness (5+5+6.375+6.375)
F
fhw:=-
A,
Ibf
in
fhw -422.-
Shear stress (per linear length) for tension load
The shear load 01) on the weld isthe 2,000 Ibfplusthe beamweight (see Section5.1).
V : = P + w L
V =2800 4bf Shearforce, assumingonly onesupportcarriesthe shear load
V
f,:=-
A,
Shear stress (per linear length) for shear load
Ibf
f, = 1
2
3
.
-
in
Ibf
f,
=440--
in
Resultantshear stress (per linear length) is lessthan 1,183 lbflin allowableweldstress
for 0.25411. filletweld.
5.4.2 Welds ConnectingBoom(I-Beam) to Box
The two I-beams are connectedtogetherthrough a box-shapedstructureas shownInFbure I
.
The boom isweldedto
one side of the box-shape structurearoundb contour. A 3/41n. thick plateisweldedto the top surface of the boxand
the I-beam by a 3/Bin. fillet weld aroundthe plateddes (on the bottom). The box-shape is constructedfrom 3/4-in.
thick plateswith the web plateweldedto the four dde platesby a 5/%n. fillet welds on bothsides.
The weld dimensionsand section propertiesappear in Figure3. Bottomweld (at point"a") isthe critical location.
Totalweld area
Polarmomentof inerb'a
2
A
,
, 1~24.32.h
J v =945.6.i~~
9

15. Numatec Hanford Cow. Dos No. MF-32LIB
EVALUATIONANALYSIS Rwlsion: e
Paw No. 1
0o
f /A
WOlJob No. NlWGD
h .LA
Client: -
.
Subjct: -
.
2
.
m
0 IW Jib C w d a G t t l Lab
l#lwu50
-733. cs:m* :
z
*
%
Loation: -Rw!J!J Mo-733 inaton RevIsd w:
c ,=9.o.in Verticaldistancefrom point"a" to neutralaxis
c :=3.33.in
Y '
Horizontaldistancefrom point"a"to neutralaxis
M = 576,000 in.lbf (Section5.1)
M.C
f & :=-
J W
Horizontaltorsionalshearstress
lbf
f & =5482*-
in*
M.C
f, :=-
J W
Ibf
f ,
=2028*-
in2
V
fvl :=-
Awl
Ibf
fvl -115'-
in2
Verticaltorsionalshear stress
Vertical shearstress
f, :=JfSh2+(f,+fVI)2
Shear stress on weld is lessthan the 6,693Ibflin' allowableshearstress.
Ibf
f~ =5886.-
in2
5
.
4
.
3Welds in Box-ShapedConnedon
Theweb plateisweldedto the side platesby a 5/84. filletweld. All platesare 3/44n. thick. The lengthof eachside is
12-in. long. Assume the lengthof the welds on eachinternalside is 1OS-in. long (see sketch below).
Vh:=-
M
d V
Weld horizontallength
Weldverticallength
(cosetvative)
Shearforce inweld (V,=VJ
Filletweldsize
Ibf Shearstressinweld i
s lessthan 6,693Ibf/in2allowableshearstress.
f h b x =5912 '
-
in2
10

16. Numatec Hanford Cow. IbsNo. M F J Z O
EVALUATIONANALYSIS R* J
-
-No. d
E W d 7AeL
C
I
W -
. WWkb No.M Q D
InBuMhu Morn. C
h
2
2
7
- &
L
u
!
&
$
.
-
~~:~ tab
L c u t b m p R.v*d: w.
5.4.4 WELD OF HINGEPLATE
The loadsare the same asthose in Section 5.4.1 above. Take the platethicknessto be 3Un. and the filletweld size
to be W n . (to be In proportionwith other plates). The depthof the plateshouldnot be leesthan 5.2541. longto allow
for the IBin. madmum clearancebetween the hingeandthe inside spaceof the supportplates(5.37541. distance).
t ,
,
q :=0.375.in
A,,Q : : 2 . t a L e 0 . 7 0 7
A w 2 = 2 . h2
fhw2:=- F
Aw2
lbf
f =4023 .-
in2
fvw2':- V
Aw2
Ibf
f vw2= 1173--in2
._J 7 2
in2
fw2 .- hw2 +fvw2
lbf
fw2=4191--
Weld size Lw2 :=4.5.in Length of verticalweld8 only (conwnrathm,
becauseiineglects the effect of the
horizontal plate). see sketchon previous page.
Area of weld
Shear stressfor tension load
Shearstress for shear load
Shearstress kr lessthan 6.693 Ibf/ln2allowable shear stress.
5.5 ANALYSIS RESULTS
The stress analysis results show that all proposedcomponentsizes and dimensions(as shownInFuures 14)are
acceptable. The proposedsizes of I-beamsandwelds are minimum requirements. Any sizmlargerthan those
proposedare acceptable(providedthat the weight of the beam does not exceed70 Ibfm) and will provide larger margins
of safely beyondthe factor of 5 on ultimatestrength.
The exktlngwall support bracketsshould be modifiedbywelding a IR-ln. thick plate on each of the top surfaceof the
upper bracketandthe bottomsurface of the lower bracket at the pin hole region. The erdsting IR-in. thkk bracketscan
not satisfythe allowable shear and bearingstressesdevelopedfrom the 2.000 Ibfand the wdght ofthejib crane boom.
The hingepins needto be made of steelA325 or stronger to satisfythe requiredallowablestreseesthat are basedon a
factor of 5 on the ultimatestrength ofthe materlal.
Figures 14representthe main features and dimensionsof the proposedjib crane. The condusionsand
recommendationsare presented in Section 2.0.
Finaldrawings needto be developed. Ifthe Rnal asbuiltstructure isdifferent from the proposeddesign, a revisedstress
analysis needsto be performedto verify the changes.
11

17. Numatec Hanford Corp. Doc No. NF-3286
EVALUATIONANALYSIS u.vhkn: _e
5.5 REFERENCES
AISC, 1989,"Manualof Steel Construction,AllowableStress Design," American InstiMeof Steel Construction,Inc.,
9th.edib'on. Chicago, Illinois.
ASTM. 1997,"Annual Book of ASTM Standards," American Society of Testing and Materials," Philadelphia,
Pennsylvania.
Blodgett,0.W., 1982." Designof WeldedStructures," The James F. LincolnArc Welding Foundation, 12th. Printing,
Cleveland,Ohio.
Bruhn, E. F., 1965,"Analysisand Designof FliihtVehicle Structures," ThState Offset Company,Cincinnati,Ohio.
DOE, 1993,"HanfordSite Hoistingand Rigging Manual," DOE-RL-92-36, Section12.0. Richland,Washington.
Ricker. Davidt., 1991,"Designand Constructionof LiftingBeams," Journalof American Instituteof Steel Construction,
FourthQuarter, p. 149-158.
Roark. R. J., 1975,"Formulasfor Stressand Strain," FiihEdtion, McGrow-HillBookCompany, NewYork, NewYork.
Shigley. J. E., 1983,"MechanicalEngineeringDesign," 4 th.Edtion. McGrow-HillCompany,NewYork, NewYork.
12

18. Numatec HanfordCop. Doc No. JiNF-3286
EVALUATIONANALYSIS RNIrlon: 9
-
Pap.No. 13 d / L
WON& No. -&WGD
ma: m ; ~ ~ ~ ~
zr-7I+ .-LA
CI*nt -
.
suyrt: P
Loation: Hanford.Washinaton R& Bv:
Chclud:
Figure 1:Configurationof the Proposed2,000 Ibf Jib Crane.
- I 0 4 I f
$
--I=
I .
I
S E E F I G U R E S 2-.q_ .. ,.. __
. . .. .
.~ . . ~ . . .
.
. /r .. - , . ..~
., ~ . . . . . ....;...I-:.IX
..
. . . .
. . ..
4
.. . . .
, . . .
!
. . . . , .
. .
13

19. Nurnatec Hanford Corp. D x No, HNF-3286
EVALUATIONANALYSIS Re4rion: -
0
.
-
-No. 14 o
f /L
WWJob No. J
j
jWGD
-
Client Manin Hanfod. Gorp.
Subjw. Dssion Anabis d 2.033 Ibl Jib Cnne in Chemical Lab
in Bulldim MO-733.
Date: loll I BV: H. H . Z W ~ ffw- H.LL
By: L. J. JuM e
Chakea?
Location: -
E Area Hanford. Washindon R e v i d w
Figure 2: ModifiedBracketConfiguration.
. .
. . . . . . . .~ ~. . . .
. . . . . . . . . . . . . ~~ - 1
- 1
. . . . . . . . . . . . . . . . . -1
.- .... . ..2, . - - I
. . . . . . . . . . . . . . . . . . . . ~ . .
:
i
i
. . . . . . . . . . - _ .. . .-..I
.......... :I :.: I
:
:
:
, I
. . ~
. . . . . . . . . . .
. . . . . . . . . . . . . . .
. .
. . . . . . . . . .:.. . . . . . ~ . . ;
. ..... .
(EXjST5) i _ :
.
-
.
>
.
~. . . . . ~ . > . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . ~ _ '
. . . . . . . ~
. . . . ~ . ~ .
. . . . .
..
. . .
. . . . . . . . . . . . . . .
. .
. . . . . .
: - . ' 1
.
- -
"
14

20. Numatec Hanford Cop. Doc NO.HNF-32e4
EVALLJATlONANALYSIS R.*irion:
Figure 3: Proprtiesof Weld Connecting Boom(I-Beam) to Box.
1,x
I Y Y

21. Numatec HanfordCorp.
EVALUATIONANALYSIS
Doc No. HNF-3288
R d m :
Figure4: Configurationof Hinge and Box.
3 v
'8
. . . . . . . . -. . - . . . . ,_ . . . . .
3 / y .I_
- --
4
.
W 12%40
..... .......
-
- . . . . . . . .
. . . . . . . i . . .
. . . . . . .
, . , . . .
_ . . . .
. . . 12
~ . .
. .
. . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . .
16

22. DISTRIBUTIONSHEET
To Page 1 of 1
Distribution
ProjectTitleMlork Order
Date August 25, 1999
IDesign Analysis of 2,000 lb. Crane for Chemical Laboratory EDT No. 625110
1ECN NO. N/A
With
Text
All EDT/ECN
Attach”
Text Only Appendix
Name MSlN Only
Attach. Onlv
Lockheed Martin Hanford Corporation
J. J. Elsen 57-24 X I
0. M. Jaka 57-24 X
L . J. Julyk R1-56 X
IM. R. Koch I 57-54 I x I I I
C. W. Peoples 57-20 X
5. €
I
.
Rifaey R1-56 X
R. L. Schlosser R1-56 X
M. C. Tipps 57-34 X
(w. G. Zuroff I I
INumatec Hanford CorDoration I I I I I
I
A-6000-135(10/97)