Din 15018 Cranes Part 1

....... , '-'., . "J'''',~U.U, 4 ."::'.UU 1. .L4 November 1984

CranesSteel structures

Verification and analyses

DIN15018

Pan 1

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._', (fj - . . ",;-

In k.eeplng wlfh currenr practiCe In standards published by the Internarional Organiza6m forS(andar~jratJon (ISO). a comma

~~s been iJs.ed throu9h~~C. as .the .de.c.imal m.C!~ker. Z .

o '~ BIBUOTECA

Dimensions in mm 2l/\.J- f<;;3'£'

- -;-----------------------------

DIN 15 018 Partl and Part 2 have been pUblished followrng an abridged procedure as specified In DIN 820 Part 4. in the formof corrected edition,s. Thi~ method of proce~ding.'a~ well. as Ihe correctlo(lsJhat have now been made. were-notified and

. expla;n-ed in the DIN-MifteHungen (DIN News) 61.1982. volume NO.8. pages 496 to 498. .

II-would have been'inadvisable 10 revise the content at lhe standard at the present time. in view of the general approvalwhic-h has greeted its publication. and mainly because of the curren I diSCUSSions on the na lional basIc standards relating 10steel structures (DIN 18800); furthermore.·the elforts of ISOITC 96 10 a.chleve arl internatlon':!lIy approv~~ rutinQ y.'i.lhregard to the Iqads 8!1d 19ad ~.m_binajlOns. ~hiCh are -tp pe.assom~d lot the veriticaJionby calcula.tion-·o'-t-he performancecharacteristics at cranes. had t~ b.e borne In mind... . . _ - .'. _ . . .

T'he pnncipal·corrections. including those which h.ave arisen from the processing of the comments received. are describedin the Explanatory noles.

9 .99

11

1212121212·1414

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1414·141415

.....15171818

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191920

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Continued on pages 2 to 38

7 Verification and an'aryses7.1 General7.2 General stress analysis _7.2.1 Load cases and permissible stresses7.2.2 Combined stresses .. - .... '7.3-· VerifIcation of stability.7.3.1 General ...7.3.2 Verificalion 0; safety agamst bulging

at circular cylindrical shells ...7.3.3 Safety against bulging7,4 Verrfication of service strength .7A. l' Concepts ....7.4.2 Loading groups ..7A.3 Notch case:» ., ...7.4.4 Permissible stresses ..7.4.5 Combined stresses ..7.5 Verification of stability

a Holding ropes and guy ropes ".

10 Tables. 2110.1. Examples of classificalion of types of crane

into Iiftrng classes and loading groups' 2110.2 Welds. 2210.3 Examples of claSSification of commonly used

structural shapes Into notct! cases 23

9 Tension on prestressed bolts9.1 General9.2 GE?neral stress analysis.9.3 Verific.a~lo.n of service _strength ...

6.6 Tension members ....6.7 DetermInation' of stresses.6.8 Connections-and jolnts-

. 6.9 longitudinal dislributlon of wheel loaDS _

2

22333

88

9

.889

999999

Con.tentsPage

1 FreId of application ..

2 Standards and documents referr~d to

3 Details to be given for design purposes.

4 Design loads..4.1 Main loads. . . ,-.4.1.1 Self weights ..4.1.2 Loads arlsmg from bUlk materIals in bms

-and on con1rnuous conveyors .. _ 34.1_3 Ufled loads 34.1.4 Elfects ot vertrca.l iner:Ha forces. 34_ 1.5 Inertia forces arlslng from driving mechanisms __ 44.1.6 CemrifJJgal 'orces. 54.1.7 Impact from bulk material 54.:2 Add'itional loads.. . . 54.2.1 -Wind loads. 54.2.2 'Forces ar.ising trom skewing'. 64.23 Thermal effects 74.2.4 Snow loads 84:2.5 Loads on walkways', stairways,'platforms

and h;tnd rails. . . " ..'.4.3 Spedalloa'ds4.3.1 Tillmg force arising in crane lrolleys

_With positive gUidance of the liHed toad4.32 Buffer forces _.

. 4,3.3' Test loads

5 Load cases6 CalcUlation6.1 General6.2 AIr~,1ment of craneway..6.3 Imposed loads (live loadS) , , '.6.4 Matenals.6.5 Cross'sectional values and hole deductIons

for '":":e:.loers and cross-sectional valueslor welds.

I

eeuln Yerl<lg Gf""OG" ge'"'' JC nas eXCius"e :;ale "gnls r~r German S,ancal~S ~DIN-'lo''''''e''l

0186DIN 15 018 Pan 1 Engl_ Price group 16

Sail'S No 0116

DIN 15003

•

-..,

DIN 1626 Part 3 Welded carbon and low alloy steelpIpes tor supply purposes. processplant and tanks; pipes subject 1O

special requirements~ techn'lcal' d~·

..livery conditions ..

DIN 1626 Part 4 Welded carbon and 'Iow "alloy"steelpipes lor supply purposes, processplant and tanks; high performancepipes: lechnical delivery 'condilrons'

DIN 1629 Part 1 Seamless carbon steel tubes for sl!pplypurposes,- process 'plant and lanks:survey, technical delivery conditions:general data

DIN 1629 Pari 3 Seamless carbon steel tubes lor supply,purposes, process plant. and tanks:·"lubes subject to specia( requirements;technical delivery conditions

DIN 2310 Pari 1 Thermal cutting; concepts and nomen'. _ cl.ature _, .'" . '

DIN 2~ 10 Part 3\ -lhermafcutting; oxygen cutting"; bases.of process. quality •. dimensional devia·tions

DIN - 4"32 " Crane.ways; steel structures; principlesof calculation. design aneJ c;:onstructlori

DIN 6914 Hexagon bolts with large widths acrossflats for high strength friction grip bolt~'

. -Ing'in steel sti'ucturesJ ) •

DIN 6915 'Hexagon nuts with large widths acroSslIats for h'lgh strength friction grip bolting in steel structures

DIN 6916 Round washers for high strength friction gnp bolting in steel structures

DIN' 6917 Square wa'shers for high sttengt'h tric. tion grip bolting of I sections in steelstructures

DIN 6918 Square washers for high strength friction grip bolting of channels in steelstn.lctures

DIN .17 100 Steels for general stru-ctural purposes:quality specifications

DIN -17111 Low carbon steels lor bolts. nuts andrivets; technical oelivery cqn_ditions

DIN 18800 Part 1 Steel structures; design and construc·tion .

standard.

3 Details to be gfven for desig~ purposesThe 'oi/owing info'rmation shall be' given for de~ign pur.poses:

type 01 crane and method of operation;

assumed total number of all load cycles or opera ling c;:ycles;

loadbear~ng systems rellectlng,the actual service conditions as closely as possible. inch,lding outline draWIngs andmaIO dimensions; .

design loads:

lifting classes and loading groups 10 be considerea;

materials ot individual members and connections or joints;

shapes, dimensions and static cross-seClional values of ~llloadbearlng members:

verificatIon and analyses relating 10 said members and tothe princIpal connections or Joints"

I) Referred to a-s HV-Richtfin';en (HV GUidelines) in thisstandard,

:) Published by Stahlbau-Verlag. Koln.~l q~f,,!rr"!d 10 as hlQh <;lr~r191h Itt ... ·, ..... ., :~':: !:::::!~:

4115DIN

2 Standards and documents referred toThe following standaHjs and documents shafl be compliedWI~h unles~ otherwise "specified in this standar~.

DIN 1055 Part 4 Design loads for buildings: Imposedloads, wind loads 01 structures unsusceptible 10 vibration

DIN 1055 Part 5 Design loads for buildings: imposedloads.- snow load and ice -load

DIN 1080 Part 1 Concepts, symbols and units used in civilengineering: principles '

DIN 1080 Part 2 Concepts. symbOls and l,Joits used in civil~ngin.eeril'!"g: s.tatics

DIN" 1080 Parl'4 . Cbncepts, ·symbOls.and v'nlts used io Civilengineering; ,steel construction; com·posile steel construction and steelgirders in concrete

DIN 4114 Part 1 .. Sleel structures; stabl~lty' cases. (buckling, ~o!lapsing. b~lgjn9); designprinciples. regu.lati~ns

D'IN 4'-' 4 Part 2 Sleel slr!Jclures; stability cases(buCklfrig, collapsing, bulgin.g); designprinciples.·guideHnes

Ligtltweig-ht and tubular steel construc·tion In building: "rules relating toapproval, design and construction

DIN' 8563 Part 3' Quality assura'nce of 'welding opera·lions: lusion-welded joints in steel;requirements. evaluation groups"

DIN 15001 Part 1 Cranes; terminology; classification,ac~or9ing to type . "

Lifting appliances:: load susoendingdevi,ces:.loads and· forces; concepts

DIN 15018 Parl.2 .Cranes; steel structures. principles ofdesign and "co.nstruction

DIN 15019 Part 1 C~anes:~tabiHtyforcranesexceptnon

rail mounted mobile cranes and floatingcranes

Cranes;,stability for non·rail mounted.mobile cranes; test loading and calcu 4

laOon

OAS/4RichtJin;e (DASt GUideline) 010 Anwendung hochf~sfer Schrauben im Stahlbau (Use ofhigh slrength bolts in structural steelwork:) ') 1)

Reference is also made in' the text 01 the presenl slandardto the following standards or 10 certain clauses or conceptsthereof. ,

DIN 15018 Pa'r! 1

conditions

DIN 267 Part 3 Fasteners: technical delivery condi·tions; property classes lor carbon steeland alloy steel bolls and screws; conversion of property classes

:!N 1626 Part 1 Welded carbon and lOw alloy steelpipes for supply purposes. processplant and tanks: general specifrcalions,survey. recommendations lor use

[jIN 1626 Part 2 Welded carbon and low alloy steelpipes for sUDply purposes. processplant and tanKs: pipes for general use,~~ ~~n~""'" '":'..''3~;",\. I '?'': ",,,,',:~I '"!o';'Jor./

1 Field of applicationThis standard applies to the sleel structures of cranes and:::ran.e equipment 01 any kmd. and also to mobile Sleel struc-

'. ".tm.es 'tor'contmuous conveyQ"rs". h -doe!; nc)(cover crane:_ways. exc<!.valors. ropewaVs._ wagon tipples. and mIningmachinery. -

.DIN15019 Part 2",

j

DIN ~5018 ;Jan 1

-" .

Table I Self weight tactors op

b) Crane trolley travelling speed z' = 30m/min, I.p =·1, I.Crane travelling speed ~. = 120m/mln. rp == 1,2.

1?O'm/min, ip == 10.2.. '30m:mlO. rp =.1.1.~. =

,T(avellrnQ .sp~~d ("F· In m/mln

". . ..'..... '" .

RunwaysSelf

. weight·w"ithoul factor

with rail'Jornts rail JOints

'"or rrregLJliuitles or Wilt) welded.'" iroad) and machl[1eo

. ra!1 JOints ,

UP 10 60 Up to gO \,1

Over 60 up 10 2:00 Over 90 up to 300 1.2

Over 200 - ~ 1.2

Trolley Crane'trave! travel'(Kal (Krl

MUJliply sell weight01 lroiley by ip"= 1.2 w= 1.1

Multiply sell weightot crane by '" = 1.0 'P= 1.1"

Where several molions corresponding to :he load caseslis led in lable 7 occur simultaneously a1' different speeos,

. c':1ilra~terj~ed by dHJerent.self weight faetors tfJ.these·"actors shall be applied 10 the respeclive loaas concerned.

Example:

a) Crane Irolle:y travelling speed l' ==Crane travellin~ speed.

4 Design loadsThe loads acting on the SUDDorting structure are subdl',lIoed

mID main loaas. adoltlonal loaGS ana speCial loads.

""'he speclalload.s compnse:

titling force arislf)g in crane !rolleys with positive gUidanceof th.e lifted load:

buffer forces:

test loads. .

The above loads are grouped in"to load cases in clause 5. .. . '.: .." . ..' . .. . . CPl\i;.~)

4.1 Main loads4.1.1 Self weights

Self weights are Ihe "masses of a'lI the rix~d' and movingcrane components Which act permanenlly dUring operation. piUS the masses of Ihe mechanical and electricalequipment and of a proportion of Ihe ca~rying means suchas ropes for example. wilh Ihe exception 01 the self welgnlsdescrrbed in subclause 4.1.3..

The additional loads comprise:

wmd loads;

'forces' arisi~g'fro~ Skewi-ng;

thermal effects:

snow loads-;

loads On walkways. stairways. plaU.arm.s. and-_.hand -rails:. - -.' .., .

The '~aj'~ loa'd~ C~~PrlS~'

self welgh.t~;

roads arising from bulk malerrals In bins and on contInuousconveyors:

. lIfted loads;

mertla fo.rees arisi~g Ir.om drives:

celJtrlfug"al forces~

"impact from bulk malenal

. ,':

",-"( I

4.1.2 Load$- arisin,g trom bulk mat.erials in bins"and on ~ontjnuo~s conveyors

Loads arising from bulk materials'in bins and"on continuousconveyors snail be treated as self weights: loads 01 bUlkmateriais.on contmuous convevors can act either as a con'tinuous or as a discontinuous line load.

4.1.3 Lifted loads

The iifted loads (hook loads) comprise Ihe useful load andthe seif weights of members designed to carrX the useful

·Ioad. e.g. "he b()ttom block. the spre!3-der bar. the grab. thelifting magnet and also a proportion of the carrYing mear.ssuch as ropes

4.'.4 EHects of vertical inertia forces'

The effects of vertical inertia forces produced by themotions of t.he crane or of tne crane componenls and ofloads In accordance with subclal,lses. 4.1.1 to 4L3 areallowed f'or by means of a self weigh't factor /J} and a nomina'load spectrum raclOr !jJ.

4.1.4.1 Self weight factor Iii

The self we!£:hls at moving cranes ;;:nd of mavIn.; cr2.:,,~

componenlS In accoroance with subclause 4.1.1. anO [,'"Ieloads described in subclause 4.1.2. or the stress resullan::sor stresses resuiling therefrom. shall be multiplied by a se!lweIght factor IfJ as given in table 1 below.

In the case of cranes and crane components equlPoed Wit ..,sprlng-suspenoed wheeis running on ra,ls. a self welgot lac·lor t1J= 1.1 can be adopted for th", catcul<:!tlon Irr<>"~<>,..tlvo,,,,'

lne travelling speeo and type of runway.

.Trolle'y Cranetravel travel( Kal (Kr)

Multiply self welgN. at trolley by 1p=1.1 '" = 1.2MuJlrply self weightof crane by '" = 1.0 "'= 1.2..

4,1.4~2 Nominal load spectrum factor: jJ and lifting classes'

The lilted loads as defined in subclause 4.1.3 ar the stressresultants or stresses resulting there/rom Si-all.be multiplied by a nominal load spectrum fattor rjJ as given in table 2.Its value depends on the actual hOisting speee of the carrymg means assumed at the commencemenl of Ihe' hoisting of ,the lifted load. and therefore on the rated hoistingspeed L'H. The softer the springing of the hoislinggear, t~elarger the ela'strcny of the supporting structure. lhe smaller!he act:Jal hoisting speed at the commencement of thehOlsling ~f t~e usefUl .road, the smaller and steadier theaccereration and deceleration during changes In the hoistIng motion, the smaller the fac:or 1/1.

;\cc;)rdlngly. the cranes are ClaSSified InlO lifii.'lg classesI-i L H 2. H 3 and H 4. with different factors '/1 as given intable 2 below. Examples of thiS are glven.Jn slioClause 10.1.Inolviduai self-conta~nedparts of a cr.ane forming integralparts of the complete unit. such as the Irolley ana the cranebridge or jib. the slewing unl! Dortal ana tower. may beclassified Into different lifting classes wl!hlr· :he limits~":,j.,,,?~ .~. ~::?:i-::::~ ':' :'-::; .<=.;.~~.;. .},..:o::;. c.::Ici:.d·~~~~vOO:'"

the hOisting condItIons are fully known. (J)

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DIN 15018 Pan 1

I2.2-,-------------------;",.--------

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Ii1,6-' C---'-----:7"Lc.-----'-----~'"'------

"'S l,l',E' /"o / 1 .,,-'~::=..----=::::;;o'-""::::..------_::;;--__==::::::::::='f--------::::/ .J .,'/. _- I .... ,

- .../;:-.-::- - T.

2

~.=:~:::=:::==:::::======~~-.:-.-"-~--l. /;,./.' - (Ii//~--. -- ,

• /...-::::.--- _'--- 'J1#""----] 50 ~Om,'Gm

.Hoi~!ing sp·eed VH --

Figure 1. Lifting crasses and nominal load spectrum factor :JJ.

Table 2. Nominal load spectrum tactor-1,lI

Nominal load spectrum factor l/J

Lifting class 2t hoisting speed UH, in mlmin

Up to ,90 Over 90

H 1 1 1 + 0.0022, UH , 1,3

H2 1.2 + 0,0044 'UH 1,6

H3 1,3 '+' 0,0066 ' l.'H 1,9

H4 1,4 + 0,0088' UH. 2,2

4.1.4.3 Dropping or sudden setting down of vseful loadsin the case 01 jib cranes

In the case of jib cranes where the dropping or suddenseltma down of useful loads represents the usual operatingpr<;lcti~e, sudl as for" cranes with m'agnet or grab op"eratlon. the r-es,ulting inertia lorc.e effects shall be taken intoaccount separalely. Insiead of adopting a precisely com·

puled value for this -purp'ose, the lilted load or the slressresultants or stresses resulting therefrom may· be mulliplied by -_0.25 till}es the factor I/! specIfied in· taOle 2: Inthe case of rope controlled jibs,lhese negative mertla-force·elfects are limited by the slackening of the ropes. wherebyan u.pward movement of the jib becomes possible. Theforces which arise from the subsequent falling back. of thejib shall be taken into consideration.

4.1,5 Inertia torces arising from driving mechanisms·

The Jnertia forces acting on .the crane str.ucture ouring. iicc·eleration and·de-eeleration-of the Grane motions. such.as Iravelling. slewing, ruffing, shall be delermlned from themaximum driving forc,es arising in regular operation. 10 lie:uof a more accurate calculation. the qu.asl-static forces a~t·

ing on the structure and resulting ffom the assessment .ofIhe movement of the centre of rT!ass of thesys_tem under theeffect of the driving forces. of l~e resislances -10 motionand_ 01 the inertia forces, may be increased by a factor ofl.510 order 10 take the dynamic effect into account. In thisrespect. loads··whlch are 'not guided shali be deemed to bertgidly attached to the crane; any swinging of the loads shallbe ignored, The adoption of a faclor of 1.5 is furthermore

"'r.

IL:-:rLI__-l--,-!-I~1",o-"P9JfJ --II-}I ,~ Kot2 ;ll-~~- -T r-===- I

': ': '; ~- '~, '_ -1.=~ \ Kat: 1-£

\F?KQ2

::xamples of calculatlnglhe mertia forces from the frictional contact in Ihe case of bfld-ge cranes:

trolley travel: fncUonal conlact crane travel; frictional contact(the driven track wheetsare speed-synchromzed)' -(the driven track·wheels are nori-speed-synchronlzed)

i\.a = 1,5·0.2· min (RKal + RKil2)

::::~".,=> ') ' .... ~r":> ·,.V .... D'" ti'lp"r: Ihl'! <;I='lrl-'JO nnd braKlnaof crane lrolleys with a cenual dflve mecha01sm

:::;aur~ 3 !ner!!8 forces dUflnc tn~ ,>tar: "~ ":"r-J IV",-v'~~

oi cranes wllh IWO tnOlVIOU81 arrllngmechanisms i 1\r, = 1\'2)

DIN 15018 Part 1

basea en the condilion that the amllng forces aCllng on (hecrane are pracllcally free from backlasn

In ligures 2 ana 3

i~ is the distance. measured al right angles to the directionof motion. of .the resultani c)l the·Qrlvmg forces trom thecentre at mass'S of the crane bridge. trolley and'liltedload:

a is the centre-lo'centre distance of the wheels'or of thegUIde roller or groups of gUide rollers for Ihe absorption

.6f' th.e lateral lorces,".see"'also figure:4. ' ' ..

I" cases· where Ihere IS a considerable ambunt 0" play be·tween structural members (herernaller briefly referred 10as ~embersl whiCh movEl: 'relatively to on~ anotl)er, Jorexample In the case of the rigid mas I and tt}e suspensiongear of a stripper crane, a factor larger (han 1.5 shall beused

Where the maximum driving forces afe li"r'niled'by friction·type power transmissIon. the dnvrng forces may be calculaled from the frictional conlac( between Ihe driven trackwheels and the ralls, using a coelficlent 1== q.2. In this c~:mnection, one should proceed from the smallest wheel loadtOlal in the case 01 speed-syncHronized driven trackwheels, or from the sum of the smallest w.heelloads in thecase ot' non-Speed"syn'chronized cklven lrack wheels.depending on the type of driving mechanism; [he factorsmenlroned In subclause 4.1.4 and the' useful load need'notbe taken Into conslderalion.

The drivlOg forces s,hall always be dlstribul~d among thetrack wheelS Ill' ·accordance wllh lhe Iype of drivingmechanism

The Iner!la forces during lhe slar.t·up ~nd braking ot,cranesshall be entered", the calculallon In each case with the

. trolley in tne most unfavourable pOSItion for the- memberbeing analysed (see figure 3).

Where lateral forces due to inertia forces act transverselyto the runway. Ihey s~all be absorbed by the.rails through.pOSItive and frictlOnal contact 10 accordance with thesystems adopted for the supporting structure and the runnIng gear. and In accordance with lhe lype of guiding meansused.

UnlQlrectlOnal lateral forces. such ~s those due t"o merila"for-ee effeG:s during !he s~art-up and braking of crane

4.1.7 Impact from bulk material

Impact effects on bins and transfer· points d.ue to Ihe dropping of bulk material shall only be taken Into conslder~tion

locally.

4.2 Additional loads4.2.1 Wind loads

Wind loads'shall be taken into account in accordance withDIN 1055 Part 4 in the case. of. cranes exposed to the wln.d.

For cranes in serVice. the wind load s'hall b'e entered in the'calculation at a dynamiC pressure q = 250 N/m 2 The windload acting on lhe usetulload shall be assumed at 3 °.'0 of theeflec! of Ihe useful load. but at not Jess than SOON, if thewind load area is not precisely known..

4.1.6 Centrlfugal·torces

Cenlrifugal torces on sleWIng cranes shall be calCUlated.solely.on the b;;J,sis of the self weight of the jib·components..and. if applicable. also on the basis of the counterweightsand of the lifted load. without application of the lac torsmentioned in subclause 4.1.4: the lifted load shall bedeemed to be suspended from the tiP of the jib.

trolleys (see figure 2) shall be distnbuted uniformly between all Ihe track wheels or gUidIng means.

Lateral forces aClJng in oPPoslle onecllons anse If a ·dls··Iance 'I. ex'isls "between ihe centre of ill'e' ma'sses 10' D"emOved and ·lhe resultant 01 the·dnvlng forces. Where theseforces are transmitted [hr"ough Ihe 'track wheels. a'nd where'there are more than two wheels per runway SIde. Ihey shallbe uniformly dislributed belween Ihe ouler wheels or outerwheel groups as shown in- the. examples Illustraled infigure 4. namely,

where (here are not'niore than four wheels per rail. 10 oneouter wheel per corner.

where there are nOI more than eight wheels per rail. to thetwo outer wheels per corner.

·where there are more than eight wheels per rail. to the three6uter wheels per 'corner. .

As lar as the supporting structure is concerned, e.g. Ihebridge. trolley or balancer, lhe laleral forces shall. ho";"ever,be dis!ributed.unifo~mlybetween all !ht;! Wheels of ~ corner.

. ··even tn the' zone 'of the inner unloaded track wh'eels assho~n in figure 4.

In the case of wide-span bridge cranes and pOria I craneswl.fh separate dnvlOgmechanisms. whose supporting struc"lures are .not deSigned to C,ompensate fQr reSIstances .to_molion. driving"'orces and jnertla ·forces. but only for alimited elastic forward motion of one Side of the runninggear ahead·of the other'side: special deviGes shall be proVided to ensure that the assumptions on which the etesioncalculation is based are not exceeded.

'is the' determining' sin'ali!est'~hee~.'load {01al· and, respectively. 'lhesum of rtle srriaitest wh'ee( load's'of the driven track wheels. ex'cludlng the useful load and thefactors' m~nlloned in subclause4.1.4. re:qUlred for the deler.mlna"·tion of the driving' fOrces on thebaSIS of the frictIonal E:ontact:

... '.

Figure 4. DISlrIDUllon 01 lateral forces

~t

!I,t!~.

•!Ir~I,1II"I

-+-

~I Ii II ,

I: i-'--"-·--'---;----- I ---r--"

-+-

~II

I=:J.j i ' !, . I

! ,I I

c

I I1-'-'---:--,-

DIN 15018 Part 1

Table 3. Coefficient of frictional contact f as a 'unction of the skew angle a

C::~-N' 1.5 2.0 2.5 3.0 3.5 4.0 4,5 5.0 6.0 7.0 6.0 9.0 10.0 12.5 15.0. >15.0. . '. . .. .. - . ... .. ..

f 0.094. 0.1113. 0.139 . 0.158 , O. 175 0.190 ·0,203 0.2.14 .0.233 0.248·.0,259 0.288 0.275.0.287 0.293· ·0.300•

For cranes aul al serVice, the Wind load shall be entered inthe caltulation al· the dynamic pressures specified inDIN 1055 Part 4,

4.2.2 -. Forces arislng'from skewing

When a crane skews at a skew angle a. a positive contactlorce 5. dependent on Ihe funning gear and supportingstruclure. is genera led on the front guiding means or group

·of guiding ·means' (front in the direction Of travel); ·theseguiding meims may con.slst of a wheel flange or of a guideroller, and as a result 01 force 5, a group of forces X, r, Yl i

and .-\'2 i. 1"2 i. which are connected by friction. acting in thecontact areas of Ihe lrack wheels is generated_

. The·distribution of the force 5 res·ulfing :"rom the skewin·g of .c.raries with f1anged,track wheels is similar to tha't descnbedIn subclause 4.1.5. figure 4.

F'O[ cran'as with a ~otal at n pairs 01 track:.wheels arrangedeach on an aXIS i. and of Yfhlch m ar~ sl?eed-synchroniz~d,

"and whose\..... heelloads R, i'on side 1 and R2 i o'n side 2 ~1re of'equal magnitude respectively lor each side. and assuming"

.. -Ihe usual tolerances fortrac-k:wheel diameter. axial paral1el~Ism of track wheel bores and position of the runway, with alinearized frictional contact relationship applying equally toI~ngltudinal and transverse slip. the following applies:

f = 0.30· (1 -: e- 0 .25 . a)

wnere

e = 2.71828 (basis of "the nat~ral logarithms) and skewangle a to be entered in %c.

5 =/. !·~R

aF is the skew angle resuiling from 75 Oto 01 the track clear·ance between straight rail and positive gUiding means,but not ress than from 5 mm in the case 01 guide rollersand not less··than from IOmm in the casEt 01 y.'heelflanges;

a, IS the skew angle resulting trom abrasive wear 01 notless than 3 % of the rail head width in the case of

. guide rollers.. and not less. t-han 10% of.,lhe. rail !lead.width in Ihe case·ol wheel flanges;

ao = 10,00 skew angle resulting from tolerances of the craneand craneway.

Other val.ue~ ~f th~..skew angle a ~haJi ~.e aW~~d .

Factors A. ;;'IX' ;'11\. and ..1.2 11' ;'2·i~'· fOr the calculatlo-n' offorces 5. XI i. 't\ i: .\2-10 Y2i aud 01 the position h of the slippole are determined in accordance with tables 4 and 5 bythe dimensions of·the crane'according to figU.re 5; by thepqsitlon of the qverall cen'tre of mass djJe tQ theselfweightsand to the lifted loads, ·and by the running··gear system andstructure system as defined 'by ,the following symbols:

w;'" pair' of track·wheels speed-synchronized by a·mecha·nlcal or el'ectrica'l shalt:

E = pair of track Wheels individually supported on bearingsor ,~ndiv!dually driven;

F = fixed bearing of track wheet and supporting structure:lateral displaceabllity;

L = mo~ablEr bearing'of track wheel or supporting struc·ture: lateral displaceabilily.

r

'_ X li.= ;.1 IX . f '. ~ R~

)., I. = ;.1 iY . f 2: R

. Table 4. - Position h.ol the slip pole and factor·A for thecalculation of the positive contact force 5

where

~ R IS the sum of all wheel loads arising from set! weightsand lifted load. excluding the factors mentioned in subclause 4.1.4;

a = uF ~ av + co;;;: 15 %0,

skew angle resulting from ttie sum 'of -all the possible'displacements transversely 10 the runway,.related tothe distance a of the posHive guiding means when thecrane IS asKew;

Syste·m 'h A

m {. r r2 ... E'er I .1: e,FF 1 ---

~ ei n h

.. '

m > 12 + :r: et! ( 1: e )FL ( 1'---'

~ ei n·h

Ta.bJe 5. Factors .;., ix. ;" I~· and ;.2 ix, A2,iy for ~he calculation o~ the friCtional forces,.X, j. i'ri -and X2 i. Y2 i

I System ..... 1 I.' i ..... , I)' )·2 I:>; ..... 2 I}'

II f' ( e (. ,. I

; ( ei

), , . )WFF -- - -;; 1-1; -- - -;; 1-1;

n h n h

i ,. ( e'; ( ei ), ErF 0 ; 1-i) 0 -; 1 ~ hi

I, I t ( ei )

( , IWFL -- - - 1-- -- - 0

11 h n h 11 h

t { e; \ 0 0cFL 0 - 1--:-1" \

•..-- 1

DIN 15018 Part 1

I .' I1 I1,

"- !~

'",~

ii ~

~

I

/'/

i./ ,/'

/

/.f.f i .

____ w c =

I. ,

I ~ !

Positive contaCI gUlolng .meansSlfualeO foremost In QlfeClIon of Iravel '.

' ..

\. \\" '. \\

',\

5.I

I '"Y2' .--i_.~/;

. y .~ I - :;,;->(\ I ~ 2 --:-Et'" -.-.. -.-.;;"---. ~

~,-.----'-J,~',__'.\.,.,-- .--~IL'R ; --' j------.------C>----.------.~

\ \ I Cenfre 01 mass . IYIJ \ J ---l . j

r-----''7+-X-l-,J-I-\-·,'- I : i-'-'- wn --'._.-/-, '-'-2--']/""LI<:s;:--'_'-_---,.--'---l..

Y" \.,. . __ I L-.---'-'71:--":\-.-. '"""n-._,__._O rL --'-'-'.--"---,ltSJk-~;---~-----!..

\- ".1 "//, . i 1----\. \ \. ~ . ./ j, ,', I\ t, ' •\ \ ..,.., I /J'\ .. I ./;''. \\ . '

,. :\ \ I :.;, \ \\. \ ~

•

.:; ,,

" I.

1///

_ i.:--'

:~""11'... '1·;"';"';';1

Q_I

:ty,,"l :.: 'I

I'

'ov

t"'"" I

fIl ~I .:I~"

~-l

,·fr.•- II.,; , ,.....

ISlip pole

----;,---- H1_'--S'I1

Figure 5.

4.2.3 Thermal effects

Thermal effects shall only be taken Into conSlderallon Inspec:al cases. When thiS is the case for cranes Installed outdoors at an assumed ambient Ins,allallQn lemoerature -:)1- .v L... ;emperalUre '/arlallonS or =25 r\. snail oe assumedfor the calculation. or in the case of non-umform temper-

alure rises In IndivIdual members, temperature variations 01=! 5 K snail be assumed.

In the case of cranes operating in hot environments. theassumeo values snail c-orresoond to lne IfJcc:; ,::)n'1,rr,:_'l~

e.g. ior cranes In founOries and Pit furnace snCDS.

A linear expanSIon coelficlenl In accoroance 'l/Ilh table 8shall be entered In fhe calCUlations.

DIN 15018 ParI 1

L ..... . " •

u

x- -;Fl_~:;=-----,-----'---~~li:3-.-:-:::==:P-=-~---1=l,I J, I r

~h-' ~ i ~

. {

-Ki

tGk' P~.

. ----- K,

P

Figure 6. Example of the disUibutidn"offorces due 10 Ii'ltfng of a 'crane tr~lley with positive guidance"of the jirted load in the'direction of .crane travel . .

4.2A Snow loads

Snow loads'need only"b'e ~onSide;'ed in special cases.'~nd .when they are. DIN 1055 Part S"shall be observed.

4.2.5 Loads on walkways, stairways, platformsand·hand rails . . .'

In th'e case o(walkways. stairways and platforms. a movingconcentrated load shall be entered in the calculation inaddltl.Cln to the self weights, and· this shall be

3000 N to allow lor persons carrying loads.

1500 N to allow for persons not carrying loads.

'As regards hand niils. a moving horizontal concentratedload acting outwardly or' inwardly shall be assumed."amounting to

300 N to allow for persons carrying loads.

.150 N fo allow tor pe~sons npt carry.ing fQads.

The above· mentioned concentrateq loads need not betaken into a"ccount in respect of any member stressed bylifted loads in accor_dance with subclause 4.1.3. such as t"hemain gIrders of crane bridges.

4j Special loads·

4.3.1 Tilting force arising in crane trolleys withpositixe guidance qf)t1e.lifted loa.d

,ihe force due to Ihe tilting of crane trolleys with positiveguidance 01 the lifted load shan be determined from the lilt:Ing conditions without regard for the factors described insub cia use 4-1.4. as a horizontal load Ki acting at floor levelor obstacle level. and in Ihe direction at trolley or crane-·lravel" The trolley shall be assumed to. be localed in themost unfavourable position for thispurpose. Unless a moreaccurate calculation is made. Ki shall be distributed proportionally between bblh sides of the craneway withoutconsidering any inertia force eHects or an'y skidding of theorlven track wheels (see figure 6). The value of Ki may be

- limIted to" 1/.. of the sum of the self weight of the trolley GKplus the lifted load P. .II there IS an operational possibility of the tilted trolley tillingback again to its normal position due to the sudden yieldjngof the obstacle" fhen the forces arising from such an occurrence snail be laken into account.

bl,lffer forces Pu shall be determined on the basis.of 85 q.'o ofthe rated travelling speed o.f cranes and 100 % of the ratedtravelling speed of trolleys..

In cases where automatic devices lor slowing down the" motion ·--are installed. the requiredenergy absorption

capacity of the buffers and the maximum buffer forces Pumay be computed on the basis of the highest travelling speedlikely to arise in such a case. but this shall be not less than70% of the rated speed.

Furthermore. the kinetic energy released on the collision oftwo cranes characterized by the mQving masses m 1 and m2and by the amounts IVF ,I and IVF21 of the maximum travelling speed shall be determined by the follOWing equation:

m, . m, . (Iv,,1 + Ivd)'E = ---'-----,:...,...:"-':-~.c....:..:~

2 (m, :" m,lFor the verification of the buffers and of the strength of thesupporting struc;ture. Ihe forces arising from the movingmasSes of the self weights and of the"positively gUtded liftedloads situated in (he most unfavourable position. il applicable. shall be entered in the calculation in each case. butthe factors mentioned in subclause 4.1.4 shall not be used.Loads suspended from carrying means and freely oscillating loads need not Q8 considered, An .appropriate substitute mass shall be entered in the calculation in lieu of that of

. the rotating parts of the running gear. The buffer forcesshall be distributed in accordance with the buffer characteristics and the possible movements of the supportingstructure. In this connection. the resistances 10 motion dueto the frictional contact between track whee.ls and rails maybe allowed for by means of a factor f = 0.20.

In the case of cranes or trolleys with or WIthout useful tdad.no negative wheel loads may result from 1.1 times the buHerforce and frOm Ihe self weights and"/ifted"loads previouslymentioned. Unless a more accurate stress analySIS is carned out.-the. buffer forces shall be multiplied by an oscilla"tion coefficient in accordance with lable 6 for Ihe stressanalySIS. depending on the shape of the area benealh thebuller characteristic"

Table 6. Oscillation coeHicients for simplified computation

4.3.2 Buffer forces

As regaros thiS special load case. it is assumed thai innormal ODerallon cranes or trolleys collide with one anolheror cGllioe aoainst burfer sloos only on fare occasions_ TheDuller lorces Pu due to cranes or trolleys craShing againstslOps or colliding with one another shall be limiled bybuffers or by Similar energy absorbing means. The requiredenergy absorption caoacity of the buffers and the maximum

Area beneath the Oscillation coefficientbuffer characteristic, in respect of colliSion With

approximating a crane lrolley

lnangle 1.25 , 1.35

square 1.50 1.60

II

•

DIN 15018 Part 1

thai the craneway has been carefully laid and that it hasbeen properly aligned both vertIcally and hOrlzontally_

6.3 Imposed loads (Iive,loads)Imp·o·s~e·d ioaos shall'be"entered in the calculation of th·e·members concerned at the' most ur1favou'raple' position·s.values· a-n"d dlrectio'ns_ . .'. '- ..

6.4 Materials'. The materials. used shall be speoiJied.-Mat-erials other than

Ihe 'sleel grades specified In lable 8 may be used on condilion thai theIr· m.echanical p.roperlfes, Ihelr chemlcal'comPOSition and if applicable their weldabllity are guaranteedby the manufacturer of the malerial concerned.

In Ihe general stress analySIS and the verification of servicestrength. the permissible stresses and the stability .crlteria'm-ay be derl~ed. at"equal ratTo -at best. from th~ dangerouslimit state~ (guaranteed yield stress or 0.2 % proof stress,service strength at 90~ s.urvival expectancy. buckling.collapsing, bulging). as 10 the case ot the steel grades listedin .table .8.·~y reliably re.asoned calculatio.n or tests closelyreflecting actual operalfng' conditions, for e'xa'mplEf on':welded joint~ subjected to 'static loading-or to loading val'i·able with time.

6.5 Cross·seclional values and holEideductioris for~1"'lT1b~rsand cross-sectional values tor welds

~he governing cross-sectional values and hole deductionslor members shalt be determined in .accordance_ with'DIN 1&'800 Part 1. March 1981 ·editio~. SUbcra'use 3'A, and forwetds they shaH be determined in 'accordance with subclauses.7-3.1.1 and 7.3.1.2 of the same standarc;L The HVRichlJinien are applicable to high strength boiled Joints. see'cla'use 2. . -. -

Elaslic deformations. required for the calCUlation of statically indeterminate structures for exampte. shall be determired on th~ b.asls of cross-sectional values.without anydeduction for holes.

6.6 Tension members

Tension membero? 'which 'flay be s.ubjected to c.Ofl1pr~ssive

stresses in the c-ase of slight deviations from the designloads originally planned. shall exhibit ,a slenderness ratio Anot .exceeding 250. and shall be capable of absorbing areasonable compressiv-e force.

6.7 Determination of stresses.The stresses shall be determined for the individual loadcases in accordance with clause 5 and tabte 7 on the baSISof the. cross-sec_tionat Yatues given in subclause e:!;).

In th.e case of fillet welds subjeq.ted to compressive loadingin "1I1e direction normal to the weld. such as betwee'n webplate and flange plate, no allowance shall b~ made lor contac~ between Ih~ members to .be joined.

6.8 Connections and jointsInJhe areas of.force diversions and·cul-outs. the stress patterns which are distl,Jrbed thereby shall be vefllied, unlessadequale structural measures have been taken to allow forsuch distl.!rbances.

The individual parts of a member etc. shall each be sepa-rately connecled or jointed and covered. '. .

Wh~re in Co~posite members a stress resultant is passedon by a system of welds. f1vets and bolts. il shall be POSSiblefor thiS stress resultant to be distributed unambiguouslyand proporlionally among the individual parts of the crosssectIOn. and to be transmitted by only one type of connection to each part of the cross section.Angle cleats shall be connected with Ihe structure eithertaking 1.5 limes Ihe value 01 Ihe applicable proportion of theslress resultant for one leg and the given value itself for the

Welded-on lug plates shall be connected with the structurelaking 1.5limes the value of the applicable proportion of Ihestress resultant.

Pk = 1.25 P:

Pg = 1,33 P,. for MUng classes H 1.. an_d H 2: ..

(sUbject '10' particularagreem'ent): Pg = 1,50 P,

for lifting clas!ies H 3 and H 4_

For the:stress anal·ysls.the small ~est·loa-d.shall bemultipl;~-d1+rJ:

by--.2

In [he eLise of lower cranes and of porlal slewIng cranes. averification of the energy absorption capacIty of the buffersana of ~he effec: of the buller forces 8n the supporting

·structure rna)! oe d~~pe.nsed Wll~. 0," .c.onditlon. thaLthe- r~te'd "t;aveli;n"g .s'peed r~' less thim .to m/min. 'a~d that

reliaoly .operatlng l.imll swi!ches an:l.!"ns.taHed In 'ii1ddjJion tothe burJer stops.

4.3.3 Test loads

. "In the"case of cranes for which a v~rificallon of'stability ISre"Quired In accordance with DIN 15019 Part 1 or Part 2. thesmall and J~rge lest loads respectively whic"h afe specified'In the above·mentioned standards shall be used as thebasis lor the stress analysis.

In (he case of cranes which do nol require a verification ofsta.bility, to: be ca,med .oul. the test Joads- are _obtained bymUlllplYlng the lifted load P by the 10'lIowing factors:

smali test load:

large -lest load'

5 Load casesThe malO loads. addHional loads and special loads specified10 cl.ause .<1, a.re Classified into load cases. H. HZ and HS in .table 7.

Atl the loads in one column of the 'zones framed in thickblack lines under the heading '"normal load cases" lakentogether constitute load case H. All the loads 10 a columnunaer the heading'normal load cases·· taken together constitute load case HZ.

The l;fesign -loads 'used in th'e' stress'analvsis with the c'ranesubjected to the test load are based on" the following procedure.

If the crane IS loaded with the small test load, a.ll the permissible motions shall be carried out indlv'ldually wIth the loadsltualea !O the most unfavourable position: however. duecare should be observed during the test. Anew motion shallonly be initiated afterthe oscillations arrSlng rrom the prevIous mollon have ceased ,completely.

II the crane!s loaded wIth the large test load. then the smalltest load shall first .be raised to a shorl distance from thelIoot. Thereafter. the remainder or·the load (making it up to:he large test load) shall be all~ched Wllh all due care. 50

as 10 aVOid any oscillalrons if· possible.

Testing wuh test load Pk or Pg shall be carried 'oul in theaOsence of wInd.

6 Calculation6.1 GeneralThe calculallons shall conform to the generally acceptedruies of siatlCS. dynamICs and .10 [he sCience or the strengthof matenals. .

!n cases where additIonal tests are carried out 10 determinestresses Within the framework of Ihe deSign loads soeciliedin clauses" and 5. the teSl results may De used as the baSISfor the calculation. uSing Ihe same salety tactors.

All references to systems. dimenSions and cross sectionsmade on draWings shall coinCide with those made in thecaiculations_ DeViations are permitted if the safely of allcomponents 'concerned IS increased thereoy beyond anydOUDI.

0.2 Alignment ot cranewayUnless Ihe crane operator has speCified anylhing to thecontrary, the calculalion shall be made on the assumption

(I·

\,

•

r( \

n~J- ~ I ''''C"::a-'>

Tell de 1 load cases,lis ,- A Lto\rl""I3.L55

-' "1l•'"Types at IOcHl Normal load cases pecial load case.s ~

SymbolC4S"S. Ii ( 5 Hs (SS- 0--,-----

04.1,1 Sell weigtlt (; C; G G I{i • (; G' (; (' ,;'P 'P "' , , Z4 1.4,1 Self weight faclor 1 U;'P

0

"' ( ; III 'P (;11/ GII/ If! . (,' 11/ -' " ( ;/lr CD4, I 2 LOilds ari~itlg tram bulk rllaterials I -0( ;11/~in bins and on continuOljS conveyors

.-... .- -4.1.3 LI! ted 10'10

--II'

I I I Iq> .'1' I I' I I''. _.'. --- ._. ...- .

>/J • I' - -4.1,42 Nominal load spectrum factor '/J

I ~-'Y'

·1 I

I4.143 Drop'ping or sudden setting down

-0,25· >/J' ",f\.iJil1 of useful loads-0,25 . >/J I'It <.lds .._-' ...._,. ...,-_., - ,-, - ,

4,1 3 l_ifled load without effect of useful load "0I

Po·.. _.._-,"- -~. -,._._------.._,-,-_._-'-,- --- ..•... - . ----. ...._.

I~~--;;J-~--_.

Trolley travel /(a /(a - -- - .- I - 1 I. /( a. -'--'--", .._~ .- .,-- .. _,_ .... . ,... -'. _.".,-- -- "_.-'

41.5 Illcrtia forces

ICrane travel. /(r - Kr .. ' , -- - - I - - I - I Kr I ~

,1I'1~lllg from driving _., .. -11le(;llani~llls Slcwill~J f)r IJr f)r IJr f)r f)r' f)r 1 f)r I - I I -' I I I I IJr

--,~ ... _... , .

Lulling Wp -- -- WI) . -- -- . - Wp - -- -

I-

I-

I--

I.In'"--

4 16 Celltrllug,lllorces Z -- - Z - -- - - -- -- - - -- z-l---'- ----- ------ --- . - ,-. in service lVi Wi Wi - tv,

4 ) I 4.2 1 Wind load. ....._--_.. ----- ._-.,'-_.- -'---"--' _.._- _.... -._..._.-_ ..--~~------ -- -',----1--A,Jdl!lonal wittl crane

out of service' Wa \--va' .III Ids -- --

'1.2.2 ru,ces a,ising 1'0'" skeWing ~ - i S

4,3.·~-· ~;I;i;~~-~r~~~·i~i~;i~·~r-~~'~~r.~~;~---'--_·-'- '--'-K~-'---- .- ----.---=-- .-._-.-_._- -"----..-~----' -..., ,', -=-"'-1 Ki,

with positive gUidance of the It/ted load

41 4.32 [Jufler forces Pu -- -- I j /IS~,ecial --" ....

I0' ••_- - .. - ,.. ' -. ..-.

IJO,l(js Small PI! -- -- - - -- (~¢

I~J~4.3.3 lest loads -- .--"-'''-' " .. _.-. ...._. , '-,~' <

Large Jl~ - -- I f'/:

ll;~ wind loads shull always be enlered ill the calculation,at their lull value, Acceleration forces and deceleration for.ces a.cling simuHaneously with wind loads shall oilly beeillcred in ltle calculi3lion to an extent which ensures that the dr.ivlng forces specified in subclause 4.1.5 are not exc~eded. . '"

lll,pacl from bulk"nlalerial as specified in SUbclause.4.1.7:~thermal effects as specHied in subCli.luse 4..2,3: snow. loads a'S sp~ciiied in subclause 42.4, loads on walkways ele asSll:.!cdied in subclause 4.2.5 need only be taken into con~ideration in special cases. .

~, -~ 1 •

,..(,

DIN ~5018 i:l 3rt i

Table 8 Characteristic values of steel grades used for the calculation

!Characteristic values

'. .,. .- ..

. S1ee~ grade Modulus " aT, " . Yield 'of elasticity Shear

stress !tenSlon, modulus mmcompresSIOn) ---

mrn·Kas· E G

. Brief designation ; Soeclrled m N/mm 2 NJmm::' N/mm l

Stn-!ctural sleel 5137*) DIN 171Q0240

Tube sleel 5135') • DIN 16;2.9 Parls 1 and' 3

.210.000 . 8100012.· 10- 6

Slru_ctural steel 5152·3 . ~ DIN 1.7100. 12 .lei--

Rail sleel With a tensile strength360

or no( less than 600 N/mm 2

':j --Covers ah Quamy gr,?ups;,sleetmaking anO casting-processes.

See DIN 15018 Part 2 for selection of quality grqups. steelf!lakmg and casting processes of .the s(eE!ls.

6.9· Longitudinal distribution of wheel loadsThe local stresses inlhe rail. rail foot, flanges,.double,Jiltet. weld;,> orweb ,ivetsand webs of ~ail beanng beams which arise from·w"he·el.16ads acUng· normally and transverse'ly to' the: rail shall be delermined in acco~dance with .~he rail and flange system.

-Unless a more accura-tE! calculation IS made, the individual wheel load may be distributed uniformly in the direction of the r3:i1over a length 01 (2 II + 50 mm), on condition (hat the rail is directly supported on -the flange as illustrated in figure 7. Theheigh~ h. r~!Ialed 10 the lop edge of the relir, 'shall be entered·as follows for the purpose of analysing

the web:

the fillet "';eld:

the web'rivets:

as Ihe distance ~o the bo!tort:! edge of the fill~t V'eld or of the flange boss (see figure 7 a);

as the distance to the cenl-roidal axis of the fillet werd (see figure 7 b):

as the distance to the cenlre line of the ri~eIS(See figure 7 c).-

_Dimensions are given in mm,

'~2h.50-· .

.~.

I

I

~"'! $- --0-~~:r ~

L . ·12h.50-- ..

a) web b) fillel weld C) web rivers

Figure 7. HeIght h for the analysis

I f the raii rests on an elastIC support. the transverse and the longitudinal dislribu (Ion of the b earrng pressure under the r~'1 shallbe laken Into consideration In Iheir r:lost unfavouraole pattern In each case tor the calculation ot the rail bearing beam and ofthe rail. . , . . -

DIN 15018 Part 1

7 Verification and analyses7.1 GeneralThe venlicatlon and analyses describeq In subclauses 7.2.

. 7_3 'ancf"T4'-sl'l"all De' 'c,i"rrtea bol'-rm'HvithJally 'f6r Ihe loadbearmg members and for the principal -connections andJomts. No 'sucn verificalion need be made for desi£l'n purposes in respect of subordinale components such as walkways. slairways. platforms, hand rails and cab~ns.

The ·9verall.~tressesgoverned by the type of crane. loadcase and verification shall not exceed the permissiblestress'es in each case. and lh'e safety factors shall not beless than the values speCified.

In the special cases lis led in table 9. the -permissibleSlresses In accordance with tables 10 10 12 may be excaede_d. and the factors of safety against bUlging may bebelow those specified in DIN 4114 Part 1 and Part 2 and intable 13. Where several special cases occur simultaneously. the total amount of the maximum permissiblestresses or the minimum lactors ot safety st)all be limited toIhe._greater ,oft.h~ v.alues 'allowed 1.or one o(such specialcases. provided h9wever that the percentage allowed foreach individual special cases is not exceeded.

7.2 General stress analysis. 7.2.1 Lo~t;i cases and p!,!rmisslble stress.es

IThe general stress analysis in respect of safety againstI allalning the yield point shall be earned out separately forload case's Hand ·HZ. usin-g the 'p'ermissible stre~ises listed'in"labhis 10 to 12. As regaras load case·HS. the stresses ofl'oadcas~ ~.Z mUIli~lled by-a factoreof 1.1 may be used.

The values. iF) Ihe "zuloz" ca1umn are also ·permitted. inrespect of comoressive stresses In the immediate vicinity ofPOints of introduclion of forces.

Weld-s shall exhibit a tensile strength and a yield strengthnot less Ihan those of the steel of which the welded com-

ponenls are made. LongltuOlnal stresses shall remLlInwithm the permissible stresses in members speCified inlable 10.

Ttie permis'sfbte' te'n'slle :sii'esses in welds' for lransver$-e ....loading may only be used if the plales required for the trans-'mission orthe te"nsife forces. which are thereby s-tre's'sedtransversely in their rolling plane. are suitable for thispurpose (see table 24, (est method associated with lettersymbol-D)_

See clause 9 tor permissible tensile forceS on J?restresse.d-bolts_ -

In normal cases. the following fasteners shall be used:

for members made of ST 37 steel, USt 36 rivets and bollsof property class 4,6;

f~r me~'bers ~~de of Si·52 sieel. RSt44··i- rivets andbolts of property class 5.6.

If the above rules. are followed. the specifIed bolt or rivetbearing stresses shall also apply tor members.

1.~.2 Combined·-~tre·~sesWhere states of -combined plane stresses exist.' the' comparison stress shall be verified in addition for members as

. specifie-d in table'10, paying atlention to the plus or minussigl)s. as follows:

/,-0,-.,-,---"-3--" < Io.,=y ox+Oy-o.,'Oy+ " _lU Oz

for welds as specified in table 1-:1. the Ganip~risorivalue shallbe verified as follows:

12-2 22<-1o\,_=y ox+Oy-o,·Oy+. . ·r _zu Oz

(continued on- page 14)

•

r

Table 9. Permissible deviations for stresses and factors of safety against bulging

Pe~mitted pluS deviation, ! Permitted minus deviation.No, ~pecial case ; in% 1

in%-,

1 Deviations from design loads. in total f 3% of permissible stresses I 3 % 01 safety factor~

2Uninlenlional changes

i 10% of permissible-stresses i 6% of safety factorsin the support conditions ,

!I 10 % 'of ifermissible stresses I 6% of satety facto"rs

3 Construction conditions ir ! for load case HZ , for load case HZ

Table 10, Permissible stresses in members tor the general stress analysis and the verification of stability

. Permissible~

Permissible I Permissible i Permissiblecomparlson tensile

,compressive shear

Sleel grade stress stress stress I stress01 member Load case

zUloz,

zulOd i·· zul ;'

Symbol Specified in N/rnm2 N/mm 2 , N/mm 2

160 ! I-H I 140 92

5137') DIN 17100HZ 180 160 104

H 240 210 1385152-3 , DIN 17100

HZ , 270 240 156,

") Cover$ all oualHy grouos. steelmaking and casting processes.

In the veri fica lIon camed outm accordance WIth DIN 4114 Part' and Part 2. the values speCified in Ihe "zul 0d ~ column aboveshall always be entered in (he calculation for "zul (JH_

g

Table 11 Permissible stresses in welds for the general stress analysis

DIN 15018 Part'

r(

Permissible. ?e.rrn.ISSJbl~. tens~j.~ stLess

PermlSSIOle Perrl'lIsslble: . comparison' compressive stress' shear'"

valuefor transverse loadmg

for transverse loadmg stress..Sleel grade" .' . 'lul o....·z· luI 'Oi"d "zul :-~ .

01 welded member Load case N/mm 2 N/mm2 N/mm 2

Butt weld..Double -

do'uble Butt weld..All types bevel

bevelfillet dOllble' . Fillel All lypes

'01 weld bu'U ~eld:buH weld; .

weld bevel weld of wel.dstandaro

SymbolSpecified speCial

qualitybutt weld

in quality

H 160 140 ! 113. 160 130 1.135t 37") DIN 17100

HZ 180 160 . ·i 127 180 145 127

H 240 210i 170 240 195 170..

5t 52-3 DIN 17100 .. I IHZ 270I

240 I 191 270 220 191•

0) Cover;s all ql.!ality gro.ups. steelmaking and castln'9 processes.

Table 12 Permissible stresses in fasteners for..the general stress analysis

Sleel gradel LoadPermissible , Permissible PermiSSible

Type of connection shear stress bolt or rivet tenSIle'property class case

bearing stress stress

zul f 3 ·zulol zuloz

Fastener JOinl SpecifIed in N/mm 2 N/mm 2 N/mm 2

Hz 84 210US136 DIN 17111 (30)

Single 96 2400,6· zul 0d ".\ .1.5·zulod

shear H 126 315RS144·2 DIN 17111 . (45)

HZ 144 360Rivets

H 113 280US136 DIN 17111 (30)

Multiple HZ 128 . 3200.8· zul 0d 2 ·zulOd

shear H 168 420RS144·2 DINI7111 (45)

HZ 192 480

H 84 210 1004.6 DIN 267 Part 3

Single HZ 96 240 110

snear H06· zul ad

1261.5,zulod

315 1405.6 DIN 267 Part 3

Fit HZ 144 360 154

bolts H 112 280 100Mulliple 4.6 DIN 267 Part 3shear HZ 128 320 110

0.8· lui ad 2 ·lulodH 168 420 140

5.6 DIN 267 ParI 3HZ 192 480 154

.

H 70 160 10046 DIN 267 Part 3

Non-fit HZ 80 180 110; - -

bolts I M 70 160 1405.6 DiN 267 Part 3 I

I HZ , 80 180 154

rlvels Diameter of holeDiameter to be considered lor

bolts Diameter of unlhreaded shankMinor thread

diameter

',~,"-" • .......... r-,'-" ,_...

I i ne ,cr;;"'"t: 3.;ress -,alues lor fivers given In OraCkets are permrtted tor ex:cepllonal cases only.~. - .'

,

,"

t

DIN 15018 Part 1

Table 13. Factors of safety against bulging VB

ir~Druary 1':jo5Jx eOillon).

In cases where if! is less than -1, 1ft shall be entered at avalue 01-1.

·lul1Jl

_ zulo,.0\· = --- , 0y or Oy = --- - 0)

zutQv.:z, .' IU.1 a.....!(

wilh the permissible tensile stresses zul 0z in members asspecified in table lO.the permissible tensile stresses zul OWl

anq the. permissible. compre.~sivestre$ses lulp-wd in weldsas specified in'lable 11. and with the calculated stresses 0,.

,Oy and .r .in the welds,

If the worst case un:der the above conditions i_s not e.videntfrom the correlated stresses 0_<. 0v and:. separate verifica"tion shall be made 'or the condi'!iOns'maxo", maxo\, andmax T, using lhe correlated worst case stresses lor theseconditions. . .,

•

(-

E· ,OBi =' O,Z ,'-.,

7.4 Verification of service strength7.4.1 Concepts

A verifica tion of service strength in respect of safety againstfailure under frequently repeated stresses variable' 'withtime need only be carried out for members and fastenerstor load cases H and for numbers afstresscycles exceeding2X104

,

The permissible stresses are equal for each loading groupand are dependent UDon the stress collective and the num·ber of stress cycles: they have been laid down lor varioussteel grades. types of stress. notch cases and limiling stressratios. see subclause 7.4.4.

The limiting stress ratio x=mln olmax oar min r/max ~etc.'is

the ratio of the numerically smaller limiting stress (min 0.

min T) 10 the numerically larger limiting sHess (max o.max :). Depending on the (plus or minus) sign of these limiting stresses. the ratio fluctuates lrom -1 (0 Oin the alternating stress range. and from 0 to + 1 in the pUlsating stressrange,

The six loading grouDs. 8 1 to B 6. are correlated to specificranges 01 Ihe Slress cycles and 10 specific stress collectives'In accordance with SUDclause 7.4.2 and table 14.

In all cases where ~Bi is situated above the proportionalitylimit of the structural steel, it shall be reduced to 0B' as'specifl~d in DIN 4114'Part 1 (July 1952~x editionJ,lable,7.

Transverse stifferiings shall be arranged at spac"ings notexceeding 10 x r: whose moment of inertia J. calculated inaccordance with DIN 4114 Part"2 (February 1953:< edition),'Ri 18.13. shall be not less than

r· tJ

V' -,'1=-2-

7.3.2 Verification of sa'ety against bulgingof circular cylindrical shells

Thin-wailed circular cylindrical shells. such as large~dlam

eler pipes;' whTch are slfbjeci~d to-'s-ys'lematic centric ai'eccentric axial taaaing shan be .verified in 'respect at localbulging if .

r 25· Os-;S---, ' E

where

is the wall thickness:

is the radius related to the center of Ihe wall \hickness;

OJ is the V.ield stres.~ of steel grade spec.ilied in table 8;,E is the modulus of elasHcily specified in lab~e-8.'

The ideal bulging stress OBi can be determined by means at(he relationship

Jl may be assumed that the above verification of safetyagainst bUlging of circular cylindrical _shells. makes

-adequate allowance for geometric deviations between theactual and the ideal shell centre plane resulting from in·accuracies of fabrication In magnitudes.up to t/2.

7.3 ..3 Safety against bulging. The factors' orsafety against bulging of the l1at plates..

0VKi 0VKVB = -- or VB =:= - ,

0v Ovand the factors for circular cylindrical shells with 0d as thelargest edge compressive stress,

OBi 08VB = - or VB =-,

0d 0d

shall not be lower than lhe values specified in table 13 foreach load case.

lui 0l _ IUl0 1O"{ = ---, o.or 0, = --- -0,

lui OWl lulo~G

where

7.3 Verification of stability7.3.1 General

The. verificatia,n of stability in. re~pect of ~a.felY..against·buckling. collapsing and :buiging of 'the web plates andbulging of the rectang'ular plates forming part of a compression member shall be carried out as described in DIN4114 Part 1 and Part 2 for load·cases H; HZ and HS.Load' case H corresponds to load case' 1 a.s defined inDIN 4114 PartS'1and 2. and loadcase HZ corresponds toload case 2.

In-the special load case HS. the safety against buckUng shall1,35

be vKs =' vK I' --. VK 1 being Ihe safely against buckling in1,71 .

road case 1 a,s ~efined in DIN 4114 parts 1 and 2.

Verification of the safety against bulging of plates shall alsobe carried out in accordance with DIN 4114 Part 1<)nd Part 2.but in'lieu of the tactors of safety. VB. specified in DIN 4114,the .values given in. subclause 73.3. t~ble 13. shall be ·used.

Load case I VB

H I 1,71 +0,180 (\I'-1)I

F-ull panel HZ I 1,50+0,125 (\1'-1). !, .

H5 I 1,35+0,075 (\1'-1)

H i 1,50+0,075 (\1'-1)

,.' .I-

Partial panel HZ I 1,35 + 0,050 (\I'~1)

,HS , 1.25+ 0,025 (\1'-1)i

H I 1,71.C.ircularcylindrical HZ i 1,50shells

HS I 1.35

A full panel. stiffened or non-stiffened, extends over thearea ot a- plate in compression, the edges of which aref1gidly supported transversely in the direction at bulgingby other members such as transverse bulkheads. flangeplates or web plates; a partial panel is a non-slilfenedpartial area of the fUll panel. In the factors above, 1ft is thelarger of the two quotients IJ!, = 0:< 2; ax 1 or I./Iy = 0y2' 0y I

from the correlated normal stresses 0_1 1. 0_12 or 0yl. Oy2 althe corners of the respective edges of a furt panel or of apartial panel; see also DIN 4114 Part 1. subclause 16.5(July 1952xx edition) and DIN 4114 Part 2. subclause 17.1

•

QlN1SQ18Panl PagelS

Table 14 Loading groups according to stress cycle ranges and stress collectives

",,' .

,Slre.ss cycle range N1 N2 N3 N4

'. ... . .... Ove.r2 10' Over 2· 105 Over 6- 105 Oyer 2 ·10°

up to 2 . lOs uP to 6· 10' u'p to 2: 10°TOlal numberof antlclpaled Occasional Regular use Regular use Regular use

irregu.!ar u~e.. stress cycles,;"

with long periodsIn intermittent In c6ntlnuo~s ·in ·h~~vy-duty..

of non-useoperatIOn operation continuous operation

Stress colleclrYe . Loading group

So' very light 81 82 83 84

. .. . .'-

5 1.light 82 83 84 85

52. medium 83. 84 85 86

53 .·heavy. 84 85· 86 . 8'6',

1om = -(maxo--!-mino)

2

00 isthe amount of the smallest max·lmum stress of theidealized stress COllective;

.\' = 10°. extent of the Ideaiized stress collecllve.

7.4.3 Notch cases

The most wloeiy used structural shapes, connections andjOints are correia ted lo the eight notch cases, W 0 to W 2and K 0 to K J. as specified in subclause 10.3. tables 2S to32. accoraln<; to fhe notch Influences dependent on theIrshaDe. slruC:Jral deSIgn. hOle pallern or type and oualityof

of the idealized stress collectives

OO-·O~

Related stresses -,--°o-om

= amount of the constantmean stress;

is the amount of the maximum stress which is attainedor exceeded N times:

is the amount 0; the largest" maximum stress o"f theideailzed stress collect.ive;

Table 15.

where

IS .\'0-.- 1/5 1··s )."C; J'~ 5'5 5.'5

, 19.\' ,

'" S, r 1 1 1 1 1 1 1~u

'0.975 '0.944 :0.9060.856 ,0.787 '0.666~ S, 1au~ S. 1 0.952 :0.890 '0.814 ;0.7.16 :0.57910.333~

~.

iii Sc 1 0.927 '0.836 ;0.723 :0.576 '0.3'72 !O.OOO

a.,

decrease In service strength or convenlional structuralshapes WIth increaSing mfluence of (latch effects,

7.4.2 .loading. groups

The loaaing groups IJsted in table 14.are correlated to thes~ress cycie rang~~ a.nd .to the sJress collectives. :

The cranes may be classified Into loading groups according.to the operallng con(jjtj'ons 01 the most severely loaded partof the crane. Individual elements which are clearly separated from the. rest. or·which form self-contained structuralUnits may be classified inlo dHferen! loading groups on condition th.at their operating conditions are precisely known.

j2/JI i 5,I

'EI ,g So i~I

I i~

I/J1 I1:;0,<6' I

ii \j O/J,

0 1/6 2/6 J/6 4/6 5/6 6/6

The lour' ~tress ~ycle ranges, NIta N 4. gl~en In table 14comprise the probable total number or the oumUlatlve tre·~

quency .''"fH which' the s·mallest· maximum siress 0,; of thestres~s collective. is attalned'or exceeded. The total nuinber S of stress cycles Imposed on a member can be equalto the nUJ.Tlber ol.loaq cycles Or of.ppe.ratlng cycles.. oJ to amu'ttiple !her~of. depending on ihe typ~ of crane; in thisrespect. a load cycle shall b-e deemed to mean a single lift··ing motion and.a single lowenng motion taking place be·tween the picking up and the setting dpwn of a lifted load.whilst an o'peraling cycle shall be'deeme€l to mean all themotions necessary for the performance of a completetranSP9rt and·handling operation,

Th.e four stress collectives, So to 53' d_enote the relativecumulative frequency with which a specific maximumStress 0" is attained or exceeded. The antIcipated stresscoHecrives shall be correlated roughly to. the idealizedstress collectives; if necessary. a cumulaltve damage caleUlalian may be camed out fOr this purpose. The idealizeastress collectIVes are defined by the maximum and minimumlimllvall:.les of lhe stress amplitul.1es. au -.0rr. and 0ll -= 0'11'

and by a distrlbution approxImating the.Gaussran distribution (see figure 8 in this respect),

The eight notch cases, W 010 W 2 and K 0 to K 4. as speCI~

lied In subclause 7.4.3 and in tables 25 10 32 allow for thev .aa -O'mao-um

i-<:;:;;::=::::::=---'---:5J -+----1' J /J

)

\ \

IgNFigure 8. IdealIzed related stress collectives

The most y..'loely used types of welds are classIfied in table24 of subclause 10.2 according to grades In relation to theirexecution and Inspection.

Tal Ie 1G tieleled

Tal);e 17 Basic valueS of the permissible slresses ZUIOD(_ I). In N/mm2, for x = -1 In members, for the verification of servl~~ strength

"o'"~'"oZ

'"'""!"~

.:itee! grade

;-.Jotch case

lil<HJing group

81

82

83

84

85

86

W~]~~;31~] ~~·••• ~.~o ..L~;~~~L.~!==~~·~I~ K2~I:~;7 [_~~==[K4]=·~?~=[~K;·~~(t~r~l" K3 I: K4

Permissible stresses zul OJ)('.I) ior x =-1

180 270 247.2 180 152.7·' I 270 1 254 I, 152.7180 -- ._- . 270 . ""_._---, --.,_._- 180 --- ,------ 270 270

180 1 168 249 199,2 180 180 180 108 252 180 108.. ""----_.' -'--'--'" ---,,---- ...---_._- ..._._-_. _.__._- ----,,- --_. -_.- -,._ . ._--, _..

161,4 141.3 252,2 200.6 160,5 178.2 127~3 76,4 237.6 '212.1 178.2 127.3 76,4

·:~I~~F~:::---' --_.. - --- -- . -_ ... - -- ._.. _.- -,--

118,8 203,2 161, I 129,3 168 150 ,126 90 54 168 150 126 90 54._._---, -,-_.........- ----_... -- ._,-'-".- -, ..- . ._---_ .. ~ . ..-- ..--,.. , -- -_.-.'- .' -_.. -

99.9 163;8 130,3 104,2 118,8 106,1 89,1 63,6 38,2 118,8 106.1 89,1' I 63;6 I 38.2-'-- '-" -_.._-.._.. ---" .._--- _._--- .. ,--_.... ... _.- --- ._. ".--,_._._- .,., ..-._....._.. _.-._,._- .." .."--- _. ,- -.. .- .'"

120 I 96 84 132 105 84 ' 84 75 63 45' 27. 84 '. 75 63 ·1 45,' I' 27

Tll'l step ralia between Ihe stresses at two consecutive loading groups is l,IS92 ~or 5t 37 and 1,2409 for 5t 52-3, tor notcl) cases W 0 to W 2; for notch cases'K 0 to K 4, I'he s·lep·ratio is1.-1142 for 5137 and lor 5152·3

-

~. ~ ~ •

DIN 15018 Pan 1

7.4.4 Permissible stresses

The permissible maximum stress values of lhe normalstresses ana snear stresses In members anO welds, ana at lhesnearstres.ses a~d-hole bearing stresses In·f-asten·ers and-per:'forated members are ;specll1ed In tables 18 and 19 asa functIOn of the baSlC values of the permissible stre'ssesluI 0D'~I\ (table 17) and of lhe limIting stress rallO.

All permIssible stresses tor Ihe verification ql servicestrength are limited on the upper side by Ihe permisSiblesfresses applicable to load case HZ'in the general stressanalysis speCified in subclause 7.2.1, fables 1010 12. Withr~gard to compresslv~ stresses in members. tne values inthe lui 0 1 column shall apply.

The permissible stresses .:ui aD 1_ I) lIs tea In table 17 correspond, at a taClOr of safety of l'Q = 413. to the bearableslresses based on a 9Qc.c: survival probaoility

,-,

The relationShipS Illustrated In figure 9 eXlst.be,tween the per'miss,bie stresses wi 001-11' clod zul 0D ... I'·

The relatlonshlDs speCified In table 18 shall apply for the.per~lsslble normal s!resses..'n !T1embers..

The relationshIps specified m. table 19 shall apply for.thepermissible shear siresses in members and welds and lorthe permissible shear stresses and hole bearmg stresses infasteners and perforated members

r(

rf _ 5zt:i v Oz!O) - J

:1.75 ;S

0. 75 c'S

fr!OX d-#- mIn cr=

2

zl,Jl 110d10) ,,2-zLii 110 1-1)

Figure 9_ Relationships between zul aD (xl and lui 00(-ll

Table 18. Equations relating to the permissible maximum stresses according to ligure 9 as a function of %

and of zul 001-11 as specified in table 17

5Alternating stress range TenSion zul aDz 1><'-= ---- lui GO I-I)

3-2%-1<%<0

2Compression zul 00d(".\ =- --- -lui GOI_\}

1- %

iluI ODz (xl =:

ZUI '>:'l~QI

Pulsating stress range TensIOn i lUI GOzIO) i1-! 1-

075'OB ! %

0<;«+1

zul 0D~ (OJ

ComDresslonluI ODd (xl =

lui 'J!)d WI; \- -----..

, 090-08 J

DIN 15018 Part 1

Table 19. Permissible stresses lui =01.' for members and weldsand permissible stresses lui :JDl.l and lui 0ID(ol for fasteners

· .. zul·oO·II." . '.' .

Members iUI ~DI ..·j ~ lul.ODzI"; as for WO.. ,3 .. . .

luI :DIX)luloDlI ..1

Weld') ~ luloD.ZI,,' as lor KO~ , :< ..

Multipl.e-shearnvets lui ::JO Ixi =:= 0.8· luluDllxl

and ,.t bolts lui 0lDlxl = 2.0·· luloD11,,1zul 0Dzlxl as lor W 2

Single' shear (unsupported) lui :JObd = 0.6 lui 0OZI',-l

rjv~t.s and fit bolts. zL!1 0fo (~I- = 1.5· zul aDz IxlzuloOl Ix) as for W.2.

.) Until further notice·, the permissible shear stresses specified in DIN 4132. February 1981 edition. subclause 4A.5. secondparagraph and equation (5) shall be taken Into conSideration as appropnate lor fillet welds and 'or welds with roolnot~hes.

7.4.5 Combined stresses·

In the case 01 combmed stresses. the following condilion shall aiso be satisfied; paying attention to the plus ~r ~inUS signs and . ~to the appncable limiting stress ratios for the members or for the ~eld or -'or bottl: (

... (Zli~:,Jr (z~~;yJ- (~~la,:~'~;uiaYD} (ZUI'Jz iLl·where

o_'{,Oy is the calculated normal stress in x·and y directions:

lUIO-.;D}is the permissible normal stress corresponding to stresses ax and Oy respectively:

lui O~~D

. i.WI o'\o,i} is the amount 01 zul 0.'1.0 and zul orO respectively;:zuloyo'

IS the calculated shear stress:

zul:"o _is I.h.e p~rmr~sible shear str.ess_corJesponding to the stress ...

If the worst case for fhe above condition is not evident from the. correlated stresses 0.'(, 0v and r. separale veri(icatlon shall bemade for the conditions max 0,. max Oy and max r usi·ng the correlated worst C2.se stresses for these c~ndilions.

7.5 Verification of stabilityThe stability and the safety against drilting under wind preSSure shall be verified as specified In DIN 15019 Part 1 and Part 2respectively.

8 Holding ropes and guy ropesHolding ropes and guy ropes are wire ropes which are not guided over pUlleys or arums, and over which no pulleys travel.

The strength of such ropes. without local transverse loading. e.g. via clips or saddleS. dependS amongst other things on theconstruction. diameter and fastening of these ropes.

The general stress analysis shall be carried Qut for load cases HZ and HS. The verification of service strength speCIfied in sub,Clause 7-4 shall be carried out for load case H and only lor such ropes as are intended as per'!l~nent.members at the cranestructure.

The permIssible stresses in the metallic crosS section ot wife ropes composed of Individual wires wllh a nominal strength°1 = 1570 N/mm 2 are specified at a value of zul oz= 450 N/mm 2 in the general stress analysis for an load cases HZ: as regardsIhe verificatIon of service strength. the permissible stresses shall be lhose listed In lable 20 and shown In figures 10 and 11.deoendlng on the wife rope diameter and on the loading groue concerned

II indivIdual wires With a nominal strenglh of more than 1570N/mm2 are used. it is nOl permilled to increase the permls'sible stresses proportionately. A justification shall be subm,tted tor the increase in eermisslble stres·ses ado pled.

.. -

DIN 15018 ParI I

I,

"

,"

;,

. i i.- r· j ..., ." ··5rTlf1l

I' ' , pe upla '~I-"'-+'

, I 'I 'wire rO , I'te f a . -"Oia flle

,aD

'20

. -';;:

~

(

i I°

"

° 0,2 0,' 0.6 G,8

X

2;W I I° 0,2 0,' 0.5 0,8 I

X

Figure 10_ Permissible stresses tor loading groups B 1.82 and 83

Figure 11. Permissible stresses for loa.ding groups e4.'85and8S'

TablE' 2.0. Permissible stresses for holding ropes andguy ropes c·omposed of individual wireswith a nominal strength of 1570 N/mm2 for the.verification I?f service strength

The modulus ot.elasticHy aepends on the design and constructIon 01 the rope and Increases with the frequency andmagnitude 01 the pull force exerted on (he roDe; in the caseof fully· stretched ropes. it may be assumed to be

90000 to 120000N/mm 2 for stranded ropes With hemocore;

10000010 130000N/mm2 lor stranded ropes with steelcore:

140000 to 170000N/mm 2 for !ully locked coil ropes andODen sDltal rooes.

U) The permissible stresses may only be ex DIal ted uo totfle ciUOvt;i .5peC;I,E:G "iaIU&S ,; :ne compn::55ion Clampsand the mode 01 the.r atlactlment permJl It.

9 Tension on prestressed' bolis9.1 GeneralBolted connections consisting of -non' treated (norigalvanized. non-cadmium pialed) bolts, nuts and washerscomplying With DIN 6914 10 DIN 6918, assign~a 10 propenyclass 10.9. which are prestressed a"gainSI plane oarallel. andIn certain cases machined solia steel plates specified Intable 21. with a deViation not exceedrng =10 3;0. and wlcnare intended to IranSml! a tenSile force Z. shall be verified In

accordance with sUDclause 9.2 for the apphcable loaDcases H. HZ and HS speCifIed In laDle 7.

up to 1000;-'0;

up to 90 q,OU);

up to 4Qob;

seC::Jrlna bv rr)O~ c;Or:I<'",lc; f')r ....... ,.,.. . ., ...

securrng by rope clamps.

. DiameterPermissible stre.55 zul !lOz.

• . in N/mm 2•or wire rOpe. for loadIng groups

In mm81. 82 and 83 I 84,8Sand86

Je to 5 450 I 400'" 50-x

Over 5-up to 20 350+ 100," I 250"'200'<

Over 20 up to 30 300 + 150· x I 200'" 250,<

Over 30 uo to 40 250",200,< I lS0~300'<

All the oermlsslbfe stresses shall aoply for slranded rooesand until further nOlrce also!O fully locked coil rOpes ana toooen splr21 ropes: they may be exploited to the followingextent, aeoending on the method of rope fasteningadopted:

securing by sweatingor by attacnment to bollardS.

sec:.J{lng by compression clamps...,

Pa'ge 20 OIN'15018 Part ,.

Table 21. Prestressing forces and tightening torques torproperty clas8 10.9 high strength friction gripbolts (complying wi.th DIN 69t4 to DIN 6918)

.::- ' ..; "

Prestressmg ! 'Tightening,Bbltdiameter force. in N

' ,torque. in Ncm

P" , Ala

M16 .. . '93300, I 28400

M20 145600"

55400

M22 180100 76200

, M24 209800 95800

M27 272800 142000

more unfavourable of fhe two llmll coefficients of fnclran.J1 = 0.14 or J1 = 0.18~L

il.l. ,General,stresa analysis ','The tensile 'force to be absorbed in load cases H. HZ and HSspecilieo in table) shai(not exceed the·permisslble.lenslleforces lui Z I or lui 22

S! 52lulZ I = - or zul 2 2.-=:=--

where··!P 1 ~l1J

.5 1 is Ihe longitudinal boll force specified in tj3ble 22. whichi's just sufficient 10 Increase the state of sires's of the bollprestressed according 10 (able 21" until the minimumyield stress is attained. when subjected to a \'-fold tensileforce.

52 is the longitudinal ~olt force 'specifted in table 22. whichis just suHlcient to cancel out the surface contact.pressure ot the bolt prestressed according to table 21, whensUbj~cted to a v-told tensile torce; thejo'int Ju.st begins to .gape open. This verification IS orily of any significance for

, <1> <<1>0 ~ 0.2038, ' " " '.

4J is' the clamping factor 5) shown !n figure 12. which isdependent on the clampjng length lk and on Ihe nom maldlame.ter d of the bolt.

•

(Load case HZ

Boll (;1iameterLoad case.H

d 5,' i 52!

M16 10000,

39000.M20 15600 , 60850

•M'22 19250 j 75250

M24;

8765022450

M27 29200 114000! ,-

Factor of safety 1.71 .

Sj·

11400

17750

21950

25600

33250"

1.50

52

44450

69350

85750

99950

129.959

5, [ 5,

12650 i ' 49400

19750 i 77050,24400 i 95300

I !28450 ! 111050

I36950 i 144350I,

i 1.35

'I --------,j

rI ; Ii :

I I ;, I

i ; i, ,

8 9 70 (kid

,[7,92

76

. I

532

I \; I \

7

o

I Ii! ; i

0.1 ~----'-,--I--1--'-1-----'--'__-+----l. i 1 ! I

0,2

~

0.5

•

0.3

Figure 12.Clamping ractor rp for solid steelplates and hexagon head boltscomplying with DIN 6914, hexagonnuls complying With DIN 6915.washers complYing with DIN 6916and square washers complyingWith DIN 6917 and DIN 6918

~\ Neue Wege einer systemarischen Schraubenberechnuno {"'Jew ffl~!hods of systematic catculalinn,...,t hrdt~rj ('I)"''''~'::~;':'!''':;.

oy U. JunKer ana D. Blume. SCientific puOilcatlon of Messrs. Bauerund Schaurte. Neuss/Rheln. pUblished by Michael TriltschVerlag. Dusseldorl, 1965.

'i) Grundlagen elner genauen 8erechnung statisch und dynamlsch beanspruchler Schraubenverbindungen (Fundamental orrnclples for the precIse calculalion of statically and dynamically loaded bolled connections). by Frifsche. dissertation atBerlin Technical University 1962.

QtN 15018 Part 1

9.3 Verification of service strengthBalled connections complying wlfh lhe specifications laid down In suociauses 91 and 9.2 sr,all be aeemea as meellng thereqUirements In respect of service strength II a calculaled faclor of saiety of 1.33 m re.spec! of the lens.le forces ()ct~alJyallslng

and permissible IS arlowed lor: . " . :' .

. 10 Tal)les10.1 Examples of classification of types of crane into lifting classes and loading groups

Table 23 Lifting classes (subclause 4.1.4.2) ancJ loading groups (subclause 7.4.2)

86

86

81.82

81.82.

82.83

84

85.86

83 84

85.86

85.86

B 5. 86

Loadinggroups

H 1

H 1

H4

H2

H4

LIftingclasses

Hl:H2.

H2. H3

H3. H4

H2. H3

H3. H4

·H3.H4

Intenmttent operation

Grab ,or magnet o~elalion

:. Continuous operation

,Type of crane

Storage :cranes. spreader 'bar cranes.-scrap yard c~an:~s

Storage cranes

Erecllon cranes

Powerhouse cranes

Soaking pit ~ranes

Ha'nd-operaled cr~nes

Bri"dge cranes, rani cranes

SI.ripper cranes., charging cranes

Workshop cranes

Casting cran.es

Forg'lng cranes

ItemNo

1

2

3

4

'5

6

7

8

'9

10

1 1.

(1

f--f-----------------------------lTransporter bridges. semi-portal c'ranes, portal cranes withtrolley or slewing crane

Hook operation H2 84.85

Transporter bridges. semi-portal cranes. portal cranes withtrolley o.r slewing crane

: Grab or magnet operation· H3. H4 85.86

Travelling berl bndges with lixed or sliding belt(s) HI 83.84

Dockyard cranes. slipway cranes. tilling'out cranes Hook ope~ation H2 83.84

IWharf ~ranes, slewing cranes. floating cran~s, level luHrng.

.slewmg cranesHook operation H2 84.85

Wharl cranes, siewing cranes. lIoating cranes. levelluHjngSleWing cranes ,.'. ' Grab or mag·ne! bpefalion I H3. H4 85.86

f--f---------------'--'---~------'---'----l

--~,

H 1 B 2. 83.

H2 83.84

H3. H4 84.85

Hl , B3

H ~,H 2 82. B3

H2 B3.84

H3, ,1-;4 B4.85

H2 84

H2 83. B 4

H3. H4 B4 B5

.. a I, 82

Hook operation

Hook operation

Hook operation

Hook operation

Glab or m2gne! opera non

Grab or magnel operation

Grab or magnet ()oerallon

Tower sleWing cranes for the construction mdustry

Shipooard cargo cranes.

Rail·mounled sleWing cranes

Erection cranes, derrick cranes

Heavy dUly floating cranes, gantry cranes

Railway cranes authOrized on trains

Truck cranes. mobile cranes

Truck cranes, mobrle cranes

Rall-mounlea slewrng cranes

I Shipboard cargo cranes

! neavy~au(y trUCK cranes, neavy-duly mODlle cranes

27

I 2&•,

DIN 15018 Part 1

Cranes which are desIgned 10 operate uSing two diflerent useful loads and under dlflerenl condillons may be classified separalely lIthe plant operator demands It. The higher of the two usetulloads shall be referred to as ~exceptlonal road" and shall notbe given on Ihe nameplate of lhe crane

.10.2 WeldsIn additlon"to the wellis sallsfying the requirements of the qual{ly·classes laid down In DIN 8563 Part 3. the present standardsp_eclfies welds whicn meet more exacfing requirements ;0 lable 24_

.Table ;2:4. Special quality welds .

Ty~e Quality Symbol. Test for flawless executIonExecution of weld

of weld 01 weld examples Test method Symbol

Root broached. back-..~ Non-destructive testing of. the weld

welded sealing run. weld jF along 100% of the weld length, e.g. by

Specialquality

machined flush with plate_

~radiographic exaniination. P 100

surface In the direction ofslress, na end craters.

- .As for special Quality welds. but only

for tensile stresses (specified in sub- ,clause 7.2) _amounting lp j.

max. ozi;;. 0,8 ·.zul ~z;,

in the pulsating !ensile stress range

Root broached. b~CK-(specified "In subclause 7.4).amqunt-

Bu.lt weld -Standard mg to :welded sealing run, no end P 100

qualitycralers. ':i

max- ozi;;;0.8·zulozo;

in the alternating stress range (specr-

Xlied in 1?ubclause 7.4), amounting to.

max oz;;: 0.8- zul ozD.

, or max od~O,8·~ulOdD.

NQn-destructive testing, e.g. radio-graphic examination. "of the most impor-

,tant remaining welds on a random

Psample basis.·amounting 10 not less than1OO:Oof the· tolallength of welds ma·de byeach welder.

Root broached. through·Soeclal welded (root fusion), weld 'i'MyQuality _ interface notch-free, Non-destructive testing of Ihe plale

Double- machined if necessary_ sUbjected to tenSIOn at right angles to itsbevel plane, in resoecl of lamination andbutt weld Widt.h of.residualJoot gap structure -discontinuilies in· the weld,:-vi tti .

up to 3mm or up to 0.2 zon~. e.g. by ultrasonic testing.Standard

,Kdouble limes the thickness of the

,D

Ifillet weld Quality prece welded on, which·

ever IS the smaller.

Soecial Weld interface notch-free,~~oL:allty machined if necessary.

,Filletweld

Siandard & ~quality-

In order to simplify the captions in lables 25 1032 which lollow. the ,erm ··fillel weld" in lhe "Oescriplion and illustration" columnshall be deemed !o aoolyalso to double fillet welds if both symbols are deplc:ed_ In cases where a double fillel werd is reoUiredfar a given notch case. ihls IS specified in the "OescrlptlOn and illustrauon~ and "Symool" columns_

,

DIN 15018 Part'

Code' ..

o"escrlp'tJon and iilus'tralron Symbol

WOI Ndri-p-erforated Components with no'r'mal surface :!finish II no notch effects are presen\. or if they are

taken Inlo account in the stress analysIs The quality,

i, -

. of flame-~ut surfaces shall be nqt iriferior -to -thequality specIfied under symbol 111n Dlf:'I2310 Part 1

, i

and Part 3. ;

10.3 Examples of classification of commonly used structural shapes into notch cases, Table 25 Notch case W 0

Table 26 Notch case W 1

"( \

ICOde Description and illustration I Symbol

IWll Components wllh flame-cut surfaces alleast of the !

quality specified under symbol 22 in DIN 2310 Part 1 : -and Part 3.

I ...W12 Perforaled components, also with rivets and bolts.

Ii

where the rivets and bolts-are stressed-to 20% max. o· 0 0 0 ' .

of the permissible values, or to 100°/0 max. of tlie,-- - -

permissible values in the case o( high strength fric- 0 0 0 oj I

tion grip bolts. ITable 27 Notch case W 2

COd~'. Oescrip,tion and illustration- I . Symbol

W21 Perforated components in double-shear riveted or Ibolted connection. 0 0 " 0 0 1,-I ".

I -- .."0 "J " 0 0 i -

,;

i --. : : : II : : :-1W22 Perforated components in single' shear, but sup-

i In -- - n'

~ported. rive led or bolted connection. , .

-I-~---~-~-,

I I ---------I

, o 0 _; -------,

W23 Perforaled components in single-shear. ~ul unsup- " Iported riveted or bolted connection, the eccentric 0 0"

0 0- " ,-force eUects being verified. I' I0

,0 " 0 0 ,

" I -_. : :: Ii :: :: -I I

Table 28. Notch case K 0 (slight notch effect)

Coce Description and illustration

""

011

012

Compone.nts jointed by special quality butt weldrunnrng at right angles to the direction 01 lorce.

Componenls 01 dJfferent thicknesses lornted byspecial quality butt weld running at right angles tothe direction 01 force, WIth supponed asymmetricJornt and slooe not exceeding 1:4 orwilh symmetricjOint and slopes not exceeding 1 : 3.

Slope ~ 1:4

-~~---Slope ~ 1: 3

~~-->J"

Symbol

2 P lOaU

¥ P 100

¥ P 100

DIN 15018 Part 1

Table 28 Notch case K 0 (slight notch effect) (continued)

ICode Description and il!uSlralJOn I . Symbol

'. .

013 Gusset plale welde.d-m by sRecial qua!fly b,utt weld / ....

f! ~ 100.running al.nghtangl~s10 the direction ot.force, ,, .

IJ-i ""tJ- ~. P I~O

..I O' •1

.' ,I.

014 Web plates jointed transversely by special quality i

4· ¥butt weld. ~ P lOa

i r3

~! " P 100s

I

021 Components jointed ..by nQrmal quality butt weld

...~ '¥ P orrunning longitudinally to the direction' of fo-r~e. PIOO

X P orP 100

. ,- .

022 Web" plates and flange plates made from steel sec· I .e' rI ¥ P orI,tions or steel bars. with the exception of flat steel. ..• I

P 100toint~d by-normal quality butt weld.

X P orI' P 100

023 Components jOlOted longItudinally to the direction

~/of torce by double bevel bult weld with double fillet.

weld. I # KII

Table 29. Notch case K 1 (moderate notch effect),

. '\

u

,Code Description and illustration I Symbol,

111 Components jointed by normal quality bull weld I /running at right angles to the direction of force. I

V P orP 100

I X P or

. ,,/P 100,

112 Components of different thicknessesjoin1ed by nor' ; !,SlOpe '5:

,mal quality burt weld running at right angles to [he , I

direction of force, with supported asymmetric joint -~-1

and slope not exceeding 1 ; 4 or with symmetncjoint ,"i~

or

and slopes not exceeding 1 :3. lOa; Slope $1:4

XPI or• .-=t- P 100I

-~,-

;Slop ......,

1e~ 1:3

I >-- c

113 Gusset plate welded-in by standard quality butt

~weld runnmg al right angles 10 the direction of force. '¥- P orP lOa_. ~ ~- y P~ :::l ~ or

~ ~ , , t' iUO

•

fA( 'I

DIN 15018 Part 1

Table 29 Notch case K 1 (moderate notch effect) (continued)

Code Description and illuslratlO.n SY!'l1bol

I114 Web plates.J0lnted transversely by standard quality .. .4. §

¥ P orbUrl weld. . .

I r P 100·

XP or

i P·100

121 Components jointed by standard quality bull weld

.~running.longitudmally 10 the direCIIGn of.torce.,'3> '¥

, ~~.

X~. .

123 Components jointed by standard Quality fillet weld ,

f2i,

&running longitudinally to the dlreclion of force. Ii

: ~.

j

I ~.,

131 Conlinuous component onlo which other com-

Iponenls are welded by speCial quality continuousdouble bevel butt weld with double tillel weld run- ./niog at right angles 10 the direction of lorce.

~'>~'i''d.'r::i,,

/

132 Continuous component onto which discs !,

are

j~;fweld.ed by special quality double bevel butt weld Iwith double fillet weld running at right angles 10 the ;

':l1£.'Cdirection of force. iII

133 Compression flanges and web plates onto which,

transverse bulk-neads or stiffeners with cut-off lp::iedgeS are welded oy speCIal qualily double fillet

~welds. The classification Into the present notch case ,-~1, ,<- ~·1 ~ If !applies only to fhe zone of the double fillet welds.

,g :',II

154 Web plates and curved !lange plates jointed by F;r-··; ,special quality double bevel butt weld with double

,, I " ,

fillet weld i

~'i12('e .. . ....

~ I

Table 30. Notch case K 2 (medium notch effect)

Code

211

Des'cription and illustration

Components made from steel sections or steel bars.with the exception of flat steel. jointed by specialQuality bUH weld running at righl angles to the direction 01 force.

Symbol

PlOD

I PlOD~

DIN 15018 ParI 1

Table 30 Notch case K 2 (medium notch effect) (continued)

Code De.scrlptlon and illustratIOn Symbol

212 Comp·onenlS of different thicknesses l~intedby nor-.;mal Quality butt weld running at.right _angles· t~ the-]directIOn of force. with supported asymmetric JOint;and slope not exceeding 1 : 3 or with symmetric joint iand slopes nol e.x~eeding !.: ~- .j

S/O/J.~<~I

2

-C·

VX

P orP 100

P orP 100

---~--

¥P 100

ZPIOO

¥ P 100~

~ P 100

-',......... V

_.

Special Q.uality butt weld and ~ontinuous compo·.;,ent, both at right angles to th e direction of force, atflange plate junctions. with welded·on corner plates.Weld ends machined to avoid notch effect.

Components welded onto gusset plates by special Iquality butt weld runnrng at.right angles to Ihe direc· I

lion of force.

214

213

231 Continuous component onto which other com· Iponents are welded by continuous special Quality idouble fillet weld running at right angles to the direc·tion of force. !

232 Continuous component onto which discs are Iwelded by special Quality double fillet weld running i

at right angles to the direction of force.

'.233 Flange plates and web plates onto which transverse '

bulkheads or stiffeners with cut-off edges arewelded by special quality double fillet weld running iat right angles to the direction of torce.

"""

I

rJ241

242

Continuous component onto the edge of whichother components with chamfered or radiused endsare welded by a normal Quality butt weld runninglongitudinally to lhe direction of force. Weld endsmachined 10 avoid notCh effect.

Continuous component onlO which other com·ponents or stiffeners with chamlered or radiused \ends are welded longitudinally to the direction of iforce. The end welds in lhe zone nOlless than 5 x t in Iwidth are made in the form of special quality double Ibever but! weld with double fillel weld.

_. - ':iX

End welds only.

Table 30 Notch case K 2 (medium notch efrect) (continued)

DIN 15018 Pari 1

• Code De_scription and Illustration

244

245

251

252

Conlln\JOus componenl onto· which a lIange" pia Iewllh chamfered end (Slope:=; 1 ·3) iswelded. The endweld In the zone not less than z: 5 x I In Width lasshown in the iUustrallon) is made in the 'orm of aspecial.qualily fillel weld wlth"a = 0.5 x t.

Continuous component onto which bosses arewelded by special quality fillet welds.

i

I

IComponents join led in a cross joint by special iqualily double bevel butt werd with double fillet weldrunning at rigt:'t angles to the direction of force.

Special quality double bevel butt weld with dou-DJefillet weld used for connections 5ubjecled 10 ben~·_

ing and shear.

End weld only.

(

253

254

Special quality double bevel ~utl weld with doublefillet weld between flange and web for concentratedloads acting In the web plane at right angles to theweld.

Web plates and curved flange plates jomted bystandard quality double bevel butt weld with doublefillet weld.

i

Ii

II

K

Table 3 L Notch case K 3 (strong notch ettect)

- -------------

Code

31\

Description and illuslration

Components jointed by one-sided bull weld withroot backing, running at right angles to the direction01 force.

Symbol

v

DIN 15018 Part 1

Table 31 Notch case K 3 (strong notch effect) (continued)

Code DesCflDtlon and Illustration Symbol

--

P orP 100

P orP 100

¥X

SfO. . .' :Oe~ .

, ?

-f--~-I .(

Components of different thlcl<nesses jOinted by Istandard quality butt weld running at right angles·tothe dlreclion of force. with supported asymmetricJOint and srope not exceeding 1: 2 or with symmetflcJOint and slopes.not ~?,cee_dlng 1 : 1.

312

313 Normal quality butt weld and continuous compo·. nent. both at right angles to the direction of force. at

flange platejunctions. with welded-on corner plates.Weld ends machined to avoid notch effect.

P orP 100

P orp 100.

314 Pipes jointed by backed bull weld without sealingweld.

v

331 Continuous component onto which other com·ponents are welded by standard quatity double filletweld running at righl angles to the direction of force.

-.... :.

In tl :: 1

""Wt'I -1'::, ". "

333 Flange plates and web plates onlo which transversebulkheads or stlffeners are welded by standardquality continuous double fillet weld running at rightangles 10 lhe direction afforce. The classification1010 notch case K3 applies only to the zone of the III·let welds.

341 Continuous component onto the edge of whichother components with chamfered ends are weldedby special quality fillet weld running longitUdinallyto the direction of force. Weld ends machined toavoid notch effect.

342 Continuous component onto whIch other components or stirfeners with chamfered ends are welded longitudinally to lhe direction of force. The endwelds 10 the zone not less than 5 x I In width aremade in the form of special quality double filletwelds.

End weld only.

~)

Table 31. Notch case K 3 (strong notch effect) (continued)

DIN 15018 Pan I

Code

343 ContinuouS component slotted to accommodate aplare wllh c'hamfered or radiused ends. which -IS (

welded on. The end welds In the zone not less than5 x t In width are made in the form at double bevelbult weld wirh dout?le fillet welds and machined !oavoid notch effecl.

01<n'O:i

~ymbor

/

End weld only

DJN 15018 P.arl1

Table 31- Notch case K3 (strong notch effect) (continued)

Code

353

DesCriptron and illustratron

Siandard qualIty double" bevel ·butt weld wi(~ dOUblefiltel weld between flange and web for concentratedloads acting In the web plane at right angles to theweld.

Symbol

K

354 Web plale and curved flange plate jOinted by standard quality double fillet weld.

Table 32. Notch case K 4 (very strong notch effect)

Code Description and illustration Symbol

412 IComponenls of different thiCknesses join led :\ ..'eccentrrcally by standard quality bUt! weld running

~ ; p- -0-Ia.t right angle~ t~ the dj~eCljonof force. With support.- , -~d asymmetric Jomt Without slope. .. sd ' . X p

IVIII

::!

413 i Components jOinted by standarO quality butt weld. ~:

Irunning at right angles to the directIon of force, at ! ":iflange plate junctions. I j

p

I , -y ~ I- X, p:i;,i

414 Flanges and pipes jointed by two fitlet welds or by!

amSingle-bevel butt weld with filler wetd_

D.

!~

,433 Flange plates and web plates onto which transverse !bulkheads are welded by standard quality one-sided JD1contmuous lilIet weld running af rrght angles to the -- D., ...... .c;-drrection of force. . '--

t,

441 Conunuous component onto the eoge of which -=d-other components with rig ht·angled ends arewelded longitudinally to the direction of force.

I I,442 ContinUOus component onto which other com· Jl...ponents or stiffeners with right-angled ends are 1.-----0

t2./

welded by standard quality double fillet weld run- :nlOg longitudinally to the direction of torce.

&I

I./ -.,

DIN 15018 Part!

Table 32 Notch case K 4 (very strong notch effect) (contlnuedl

• Code

443

DescriptIOn and Illustration

Conllnuous component sloHea 10 aGcom~Od.ale a ., _*plalt':~ wllfnighl-angled ends which IS welded on by :standard Quality double flilel weld_

.Symbol

444 Continuous component onto which a lIange plate ISwelded by a rillel weld

445 Holed or slotted components welded to other com-Iponents by fillet welds In the hales or slots.,- s =n

(1

446

447

448

451

452

453

Continuous components wilh batten plates weldedIn between by standard Quality rillel weld or buttweld.

Contmuous components onto which members arewelded by fillet weld.

Tuoular members weided together by fillet weld.

Components jOinted by cross joint. by standardQuality double fillel weld or by one·sided singlebevel butt weld with fillet weld and rool backing, run'nrng at right angles 10 Ihe directIon of force.

Standard qualily double fillet weld used lor connec·tions Subjected to bendrng and snear.

Standard quality double fillel werd between flangeand web tor concentrated loads actmg in the webplane at right angles 10 lhe weld.

-_._+,-

-:~:c-

'\ /'

~- -i - ;-, ~ -I \"" /fl_~. ~', .--..

1/

~\ / pP or~ 100

&0Vo

DIN 15018 Part 1

Explanatory notes relating to the April 1974 edition

Standard DIN 120 Part 1. November 1936 edition. and Itssupplements Issued at laler dates were originally Intended10 serve as gUlaelines'for the bUilding inspectorate, cover·Ing steet structures lor both _cranes ~nd cran_eways. SUCh

.. structures ·sh'all be designed and constructed in accord·ance With most modern teChniques of current engineeringpractice. Since crane structures are constituent paris ofmachrnes, whereas craneways are sialiC structures or components Ihereof, different conditions obviously apply tothese Iwo cases; consequently, it was decided right fromIhe slart when revising DIN 120 Part 1 10 separate the standards according 10 the subject matter covered by them(DIN 15018 to deal with cranes and DIN 4132 to deal withcraneways). They.di!fer where n~ce~sary.as In the case ofthe design loads. but they agre.e wherever possible. such asIn the verification of service strength of the componentsand connections and joints. The technical committeeentrusted with the revision was able on Ihe one hand to

. make good use of the many years of experience gained WithDIN 120 Part" ,. and on the other hand to take into account-Ihe most recent and well substantiated results of research.In this context. the Supplement to DIN 120. November 1944edillon. has also been withdrawn.

The purpose of the new standards is to enable designers to\ achieve an economic design and construction which fully

meels aU safety requirements. on the basis of assumptiof"!s. closely reflecting actual conditions. and of an adequate

computation.

The new reatures and the changes in comparison withDIN 120 Part 1 are dealt with in these explanatory notesrelating to DIN' 5 018 Part 1. as far as cranes are concerned.

The specifications of this standard are to be applied in Iheirenllrety and neil her supplemented nor substlluled by partsof DIN 120 ParI 1. or by other crane standards. In addition..the "Principles of design and construction" (DIN 15018Part 2) shall be taken IOtO account for Ihe design of craneStructures.

The terminology and nomenclature are in harmony withDIN 1080 (symbols used in structural analysis in Civilengineering). for the sake of uniformity and clearer understanding. Thus. for example. all exlernal forces, i.e. forcesacting in one direction only, are referred to as loads. whereas all internal forces acting in two directions at the banks otcuts are referred to as stress resultants: it should thereforebe borne in mJOd that the lerm ~Ioadn always represents acomprehens'lVe concept not restricted to describing such

>·1 things as a useful load. a lifted load or an imposed load. aswas formerly the case.

Like all similar recently published design principles.DIN 15018 is not intended as a pocket gUide for the designand dimensonrng 01 supporting structures. On the conlrary,It can tents Itself with the enunciation at generally valid ruleslor the design loads. the load cases and the requrred analyses and verification. The proper application of Ihe presentstandard presupposes a clear understanding of therelationships between the mode of operation and Iheaeslgn of cranes. allied WIth a comprehensive engineering.grasp of mechan·lcs and with a very thorough knowledge ofthe behaviour 01 materials and of structural sleellabricat109 methods.Although this standard applies basically to structures madeof sleel, iiS pnnciples are equally applicable 10 oiher siruc'lural materials. such as light metals. on condition that the influences due to Ihe other material are taken into accountfully and correctly as regards quantitative relationship.

Re 1 Field of application

calIOn also covers mobile steel structures for continuous

conveyors. but nol craneways. excavatorS. waggon tippersand mining mi}chrnery.

Re 2 Siandards and documents reft!rred to

Afist is given of Ih'ose standards ':m·(j guidelines which are tobe observed in all cases without further indiVidual relerenceand a further lisl of standards and guidelines to which relerence is made in the text of Ihls standard. involving eIther theentire standard concerned or extracts thereat.

Re· 3 Details to be given for design purposes

The following details shall be provided for deSign purposes:mode of operation. classilication into the relevant liftingclasses and loading groups. the assumed statIc systemwhich reflects actual service conditions as closely as pos·sible. or, where appropriate: a suitably simplified staticloadbearing system which nevertheless results in an indisputably safe supporting structure. the steel grades used,the cross-sectional values. Ihe stress analyses and verificalion of stability·ot all theload.bearing members and essential connections ~nd joints.

Re 4 . Design loads

Under Ihis heading. a new approach has been made withregard to the distinction between individual loads.

Crane structures in service are subjected to repeated loadsvariable With lime. which, for their part, trigger yari{lblestresses in the-structural components and connections viathe interaction of the static system and of the crosssectional shape. The purpose of making a distinction between main loads. addilionalloads and special loads is toClearly define Ihese foads and to avoid the risk of dangerouslimiting stress conditions. such as damaging stress (H),attainment of the yield point or or instability states (H. HZ.HS). due to the behaviour of the material.

Consequently, all loads which have an effect on the servicestrength through their actions shall now be regarded asmain loads: these include the self weights which are alwayspresent. the lifted loads which act during each operating.CYCle. including therr vertical inertia forces. lhe inertiatorces arising fiOm Ihe motion of cranes. crane components and lifted loads, and also the centrifugal 'orcesduring slewing.

All the remaining load effects such as wind loads. forcesarising from skewing, thermal effects. snow loads. loads onwalkways. etc. shalt be regarded as additional loads andshall only be taken into consideration in respect of .thegeneral stress analysis and of the verification of stability.The same applies for the special loads. such as the tiltingtorces on crane trolleys with positive guidance of the liftedtoad. buffer forces and test loads: they are subject tospecial rules with regard to therr interaction with the otherloads. The object of introducing these speCial loaas into theoverall picture is to ensure that the crane structure. as anessential component of the production tool hcrane~. is unlikely to SUffer any SUbstantial damage which might adversely affect the production sequence, even In the event ofunexpected. rare, but nevertheless unavoidable occurrences.

Re 4.1.4 Vertical inertia forces

A distinction has been made between the causes of thevertical inertia forces. i.e. they have been classified intolorces due to the motion (travelling, sleWing etc.) of cranesor crane components. and into forces due to the hoisting orlowering of lilted loads: both these causes lead to vibrationsof the supporting structure. which is therelore Subjected tohigher stresses than those which arise from assumed staticself weights and lifted loads alone. These Increased:;;,-C5.. .:::S cift; ailu .... t;t.i :0: In a slmplIflea manner oy tne adOption ot vibration factors. subdivided inlo selt weight factors

,.;-.( I

rn«ozou..:I-

•

•"

,l

(t.'); and nom'nalload spectrum factors (I,lr). by which the vertrcally acting roads. the stress resullants. or the stressesariSing therefrom. are to be mUltiplied.

The self weight factors (Ip) apply exclusively for the sellweights of the crane. Including its associated eQulp.ment. asa funcllon of the IravAlling speed or of the clrcumfe'r'enlial .velocity uFo and of lhe condition of the runway; these factorsare situated between 1.1 and 1,2 II may be necessary tosel.ecl higher values of I{J in the case of speedS exceeding200 m/mln and of road travel. In such cases, the reasons forthe chOIce 01 a higher value are 10 be substantiated andparticularly agreed.

In cases where several motions take place simultaneously.1115 permitted to use several different self weight factors inorder to achieve a closer approximation of Irue workmgc'ondilions for Ihe individual groups of components con·cerned. according to their partial self weIghts and their par·lial conditions. The vertical inertia forces due to self weightsalone are to be entered in the calculation in the same way asbefore, in accordance wilh DIN 120 Part L

The mertia forces due to the sudden picking up of liftedloads, which is the condition normally considered here. andwhIch forces rn this standard are still assumed to act ex·elusively in the vertIcal direction, depend on the one handon the springing of Ihe system. i.e. on the elastiCity of thehoisting ropes and 01 the crane structure, and on the otherhand on lhe instantaneous hoisting speed at the start of thehoisting. operation. which depends on the nominal"hoistirigspeed vH and on Ihe crane driver"s mode of driVing. Basedon measurement results and on experimenlal data. the conventIonal cranes have been classified into lifting classes H 1to H 4 (table 2) with the nominal load spectrum factors '"ranging from 1.1 10 1.3 in the case ofH 1.and Irom 1.4 to 2,2 inthe case of H 4. in accordance wilh lable 2 and figure 1. Thelilted loa os. the stress resurtants or the stresses derivingtherefrom are 10 be multiplied by these factors. These factors are also intended 10 make allowance for various uncertainties In the determlnalion of other influences. As mthe case of the self weight faclors t{J. it is permitted. Whenselecting the nominal load spectrum factors 1/1. 10 approxi·mate the true conditions more closely in individual cases bycorrelating certain indiVIdual structural assemblies whichare clearly separated from one another into different lift·ing classes. If the hoisting conditions are accurately known.

The above comments make it clear that the nominal loadspectrum factor IJ.r has been defined more precisely thanwas the former compensation factor 1/1 specified in DIN 120Part I. these former compensation factors were designedto allow both forlhe increased stresses resulting fromInerlla forces due 10 hOIsting motions and lor the reducedservice strengths of the malerials when subjected tofrequently repeated variable slressing. This mixing of twophenomena and characleristics which are entirely unrelatedto one another has now been elimmated (see clause 7A).

Re 4.1.5 Inertia forces arising from driving mechanisms

The mertia forces which arise during lhe acceleration andoeceleralion of crane motions depend for their Origin on IheapproxImately equal driVing and braking torques generateddUring every operating cycle. As a general rule. Ihe quaSIstatic inertia forces shall be calculaled for both processes(acceleration and deceleration) taking into conSiderationIhe fl:Iechanical system (distribution of masses. velocityconditrons). as weH as the efficienCies and the olher resislances to motion. In the case of mechanisms. such as travelling gear unIts, where the transmissibility of the drivingforces is restricted by frictional contact, e.g. between atrack wheel and a rail, the calculalion may be based on anIJQnp-r limIting 'I~II,~ whi<:h tje~e!"'.':!~ ~:"'. tt',e '::.e!~:,::er'.t ~~

lrictional conlact (/=0.20) and on the minimum wheel loads

DIN 15018 ?arr 1

10 be conSIdered for the transmIssibility of the largesl pos·SIble driVing force. Thrs applies because Ihe forces must becapable of being fflctlOnally lransmilled even unoer un·favourable conditions. such as (he mlnJmum wheel ioad orthe mJOJmum wheel loads. because the proper functlomngof the mechanism demands it.

To allow for unavoidable transient oscillatIOn phenomenaset up during sudden changes In the drive forces. It is per~

milted to multiply the difference 'of the quasl·st,Hlc forcebefore and alter Ihe sudden actron of the dnve forces by anoscillation coeffiCient of 1.50 ins lead of carrying out a m<?reaccurate calculation at the dynamic forces. The inertia forceeffecls determined in this way shall be suoported In com·plete harmony.. with the loadbearing structure and drivingmechanjsm: ,-ules are given in the standard. by way ofexample', for the distribution of the reactions' o~ the indi·Vidual track wheels, and for the laterallorces arising there·from. Subsequent changes of the driving mechanJsm Willinvolve a change in the design loads of the structure and willalways reqUIre renewed calc.uration.

In cases of wide-span cranes eqUipped with mechanicallyindependent Iravelling bogies fitted wHh an electricalstraight-line running conlrol and/or an anti-skewing safelydevice. the necessary allowance shall be made rn the cal·culation for the dynamic effect of the operatIonal error. or(in emergencies) the maximum permissible control error(see DIN 19226) (elastic forward motion).

. Re 4.1.6 Centrifugal forces

From now on. centrifugal forces are to be taken into consideration in Slewing cranes.

Re 4.1.7 Impact from bulk material

The transient forces generated by the impact of bulk material. which are of very short duration, need only be laken intoaccount as local loads whose action is limited to the loadbearing members immediately affected. and Ihis actionneed nOI be followed down to the bearings and trackwheels.

Re 4.2 AddltlonalloadsApart from the additional loads already menlloned. such asthe wind loads specified in DIN 1055 Part 4, Ihe thermaleffects, the snow loads specified in DIN 1055 Part 5 and theroads on walkways. stairways etc. an important new factorhas been added, viz. the forces ariSing from skewing.

Re 4.2.1 Wind loadsThe design dynamic pressure tor. cranes in service.q = 250 Nlm 2. and Ihe design dynamiC pressures for cranesout of service. which are 10 be entered in the calculationas specified In DIN 1055 Part 4. include the dynamiC oressure peaks (Wind gusts) and their dynamIC effects on thesupporting structure. The mean dynamic pressure corresponding to these wind conditions is conslaerably smaller.

The design dynamic pressure for cranes in service corre·sponds to a wrnd condition under which the movmg of loadswith Ihe aid of the crane remams barely Just possible innormal cases. Consequently. there may well be instanceswhere il would be reasonable to specify a hlgner or a lowerdesign dynamIC pressure for cranes in serVice. Steps shallhowever always be laken to ensure that crane operation isimmediately discontinued when the Wind conditionapproaches a slate correspondrng to the selected designdynamiC pressure for the crane in service.

The adoption of dilferent design dynamic pressures WIthinthe context described above may. for example, be can·sidered appropriate in the case of coastal cranes, in orderto delay the moment)n lime when such cranes musl be shutdown because of the ~normal case~ wind conditions whichocc.ur more :requenllY alOng the coast; mey !!,~a:t .'iRq p.,econsidered appropriate in the case 01 IfOWm~ttl~ S. A.

C-~

\.,_.- '1

Pa::;e 34 Dij\," :5018 Part I

'"'j•• •-,- s b-

- ~~~I-

Track cfearan~ear.75 ~ 5 mm O.OJb mm for guide rof/ers:

O. .s ~ 10 mm 0.10b mm for wheel flange.s

-= a7S + O.03b> S + O.03bs , s O,IOb 10 O,lOb

es. b= 0lJide rOllers. b;"0 ' . " , / ,

/

./ / /4 5 6 7 8 9 m 10 a3

/

1

//

•/ 5 = 5

/ / ,/ /

.////- - /'/ ,/

/0,100, 0.300 0.100

-1-\--+--+- 10 +--,+-:';~--\---'H+---'I.

~193 15

Figure 13.

In the above illustration.

s is the track Clearance between rail and gujding means:

b !s the wIdth of rail:

a is the centreime distance of wheels or gUiding means(see figure ~ In thIs connection):

a is the skew angle;

f is the coefficient of frictional contact.

mobile cranes and of tower slewIng cranes in order toenable the lifting caDacily of such cranes to be exploitedmore fully in wInd conditrons below the "standard case".This flexible acoroach to the specification of the designdynamic pressure tor cranes In service is in harmony withthe views excressed by ISOITC96/SC 1. who. recommended 125Ni~:: and 500N/m 2 as the lower and upperlimits respectively for the design dynamic pressure forc~anes in service for the calculation of the steel structures.Naturally. where a dynamic pressure deviating from thestandard is selected, this pressure is to be laken intoaccount both!."l ~he calculalion (as described in DIN 15018Part 1) anc In tne verillcation of stability (as described inDIN 15019 Par:' and Part 2)_

Re 4.2.2 Forces arising from skewing

Forces arising from skewing are generated when the resultant direction 0: rolling movement of the travelling crane nolonger cOincides wl.th the direction of the craneway rail. andwnen the fran! :iosit.ve guiding means come Into contactwith lhe raiL As:s well known. this unavoidable abnormalityIS caused by tolerances and inaccuracies which arise in lhemanufacture at ~!le crane (bores of track wheels) and of thecraneway (benes. kinks). The values and dislribution ofthese forces deoend chiefly on the clearances of wheelflanges or rollers. also on the number. arrangement. bearingarrangement ana rotational speed synchronization of thetrack wheels ana on the location 01 the guide rollers (if any),or in other words on the systems of the travel mechanismand ot the supporting structure. Depending on lhe possibleskew angle a. wnlch consists of several comoonents as aresult or me causes mentIoned, on the centreline distance

of the wheels relative 10 the Iront guiding means, on thelocation of lhe centre of mass of the entire system depending on the position of the crane trolley. and on the location 01the slip pole. a positive contact force 5 is generated at theIront guiding element (wheel flange or horizontal guideroller) anda group of fric:ionally transmitted forces is alsogenerated at the contact faces of the track wheels.

Guideline values have been specified for the standard case,on lhe basis of whIch the oossible skew angle determiningthe skewing forces can be calculated as a function of thelype of guiding means, the track clearance. the wear. andthe tolerances ofthe crane and craneway: only a 75% trackclearance has been taken 1010 consideration. because theskewing crane normally straightens out again before attain·ing the maximum skew position.

Just as it IS permissible. subject to agreement. to deviate'rom these guideline values and to use a different. well·founded (smaller or larger) value for the skew angle In thecalculation. so is it equally permissible to take into accountthe influence of the overall and local yleldings of the craneand craneway on the forces arising from skeWIng.

Figure 13 illustrates the relationship between lhe guidelinevalues.lhe skew angle and Ihe corresponding coefficient offrictional contact f.The method of calculation descrlbed here has been derivedfrom the tracking technique at raUborne vehicles. and fromthe results of detailed investigations carried out by theBraunschweig Techmcal UniverSIty, using an expenmentalcrane amongst other things. under the sponsorshIp of theV~'~in D~IJ,.~r.h~, A.A-?~~!"Ii",:,"~~~"."'--;::':;::~'"";~';:;:;'GI..,i:l.i,vll ofGerman Mechanical Engineering Plants) and of the Vere;n

•

..( 'I

Deulscher Eisenniiltenleute (SOCIety of German FerrousMelalturgy Engrneers).

Re 4.3 Special loads

The followIng special loads nave been rntroduced InlO thestandard lor (he fnst time. the IlItrng force aC:lng on cranetrolleys with OOSllive gUIdance of the lifted loao. on Impactagarnst an obstacle. the buffer forces generated when thecrane hils stops or buffers. and the leslloads ~PPlledduringloading lesls.

The buffer forces are 10 be determined from the krneticenergy of the collidrng crane. assumrng certain gIven (rav~l

hng speedS. and from the energy diagram 01 the buffers. ThedistributIOn of the buffer forces depends on the locatIOn ofthe centre of mass. on the freedom of movement of thecrane on the craneway and on (he buffer characterrsllcs:lhls distribution is to be determmed in agreement with thestructure and driVing mechamsm.

The purpose 01 lakmg mto account "smaW and "large"' testloads and the assocIated special load cases IS to ensurethat the steel structures at those cranes which are sub'Jecfed to a test loading for Inspection tests or at some laterinspection dale exhibit adequate safety margins in thegeneral stress analysis and In the verification of stabiJHy.This speCial load case may prove to be 01 significance forlhe dimensioning of steel structures or members whiChexhibit a non-linear transmIssion pattern (loads - stressresultants - stresses); Ihls applies. for example. 10 all.supportmg structures or components which are p'restressed or Which have a vaflable structural configurarion.

The specification of the test loads and details relatIng to thenecessity tor. and the actual performance or load tests oncranes m respect of which no verification 01 stabilily needbe carried out, are dealt with elsewhere.

Re 5 load cases

All the aoove-mentioned main loads and additIonal loads.including the related coefficients. are summarized in table 7under the heading of "normal load cases" and the specialloads are listed under the heading 01 "special toad cases".and the determlnmg interaction 01 the individual loads canbe gathered from this lable for each type of crane. All theloads IIs1ed in the same column represent a separate loadcase. and in aadition a distinction is made in the case of thenormal load cases between H load cases (framed by a thickhne) and HZ load cases.

Re 6 Calculation

In addition to the conventional computational stress analysis. Ihe results of strain measurements may also be included in the evaluation if Ihe required salety margms areobserved.

As compared WIth DIN 120 Part I. the crane manufacturer maynow also proceed on the assumption that Ihe craneway iscorrectly laid. and if Ihat is not the case. the plant operator isunder obligation to supply the relevant details.

In additIon to structural steel of the conventional steelgrades 5137 and St 52. and to tube steel St35 specified -Intaole 8. other sleel grades may also be used on condillonthat their mechanical and chemical properties and theIrweldability are adequately guaranteed. In these cases. thepermissible str.esses are to be derived from the guaranteedyIeld stress and are to be substantiated from the servicestrengths at 90% survIval probability by lests Closelyapproximating actual serVice condilions. The stresses shallbe determmed separately for the individual load cases withthe usual cross'sectlonal values. and as a general rule II isrecommended to calculate the stresses for the individualloads and linally to superimpose them as specified in table 7.

belween loads and stresses. Ihe procedure deSCribed in

DIN 15018 Part I

DIN 4114 Part 2. February 1953x edition. AI 10.2, shall be 101·lowed as apprOPriate

Re 7 Veritication and analyses

Re 7.1 General

In the veflllcation and analyses It shaH be demonstraledseparately for each IOdlvldualload case as per table 7 (hatlhe permiSSIble stresses and/or the reqUired safety factorsdepending on the load case. type ot crane and verificationare In fact adhered to in the members and principal connec·tions and JOints. Only 10 cerlaln excepttonal cases, involvingminor devlallons from the deSIgn loads. unintenlionalChanges In the support conditions. and conditions prevailingdurmg construction work on Site, may the permissibleslresses relating to load case HZ specified In table 9 beexceeded. and the maintenance of the required factors 01safety relating to load case HZ be no longer compulsory

Re 7.2 General stress analysis

The general stress analySIS is mtended 10 demonstrale bycalculation the safety against attainment of the yield point.separately for the H and HZ load cases. The permissiblestresses listed in tables 101012 have been adjusted to Ihevalues normally used today In structural engmeering; rne1.1 times Ihe values specified for load case HZ shall applyfor speCial load case HS as described in table 7. In caseswhere several stresses act simultaneously. comparisonstresses are 10 be calCUlated in addition with Ihe stressesassigned to ohe another in each case.

Re 7.3 Veritication of stability

Verification of stability in respect of safety against buckling.collapsmg and bulging shall be carried out as described inDIN 4114.As a departure from DIN 4114,dilferent factors ofsafety against bulging have been specified for full panelsand partial panels of flat plates for all load cases (H, HZ. HS).The higher factors of safety specified for full panels nowcorrespond. for rfr = 1. to those applying to the permissiblecompressive slresses in the general stress analysis. Thesefactors are readily and economically achievable in stiffenedfuJI panels by approprialely sizing the stiffeners. which are10 be designed as continuous members and/or be rigidlysupported lalerally at the ends. The factors ot safety for thepartial panelS have been adjusted. for '/' = 1. to the relativesmaller factors of safety 10 be considered for the perm is·sible tensile stresses in the general stress analysis. Hencethe required factors of safety against bUlgJOg harmonizewith those which are generally required in DIN 4114 Part 1for web plates. for I/J = -1.

The differentlypes of verification 01 safety agamst bulging,applicable to Uweb plates h and to "rectangular plates whichare components of a member in compression h (flangeplates) as gIven in DIN 4114 are designed 10 take inloaccount the differing loadbearing capacity of the plates asa function of lhe stress distribution. Since the steel struc·lures of cranes normally consist of members subjected tothree' dimensional loading. it becomes impOSSible to makea clear-cut distinction between ~web plates" and wtlangeplates", with the typical stress distributions associated WIththese terms. In order therefore to take adequate account ofthe differing loadbearing behaVIour of the plates as a function of Ihe stress distribution. differing factors of safetyagainst bulging have been eslablished as a function ot '/'; itaptate is subjected to slresses aCling on all its edges (webplate subjected to wheel load. web plate at one corner 01 aframe) [hen the larger, I.e. the more unfavourable value 01 I/Jsnail be used to determine the required lactor of safetyagainsl bulging.

Furthermore, if in the case of stHfened plates the stiffenershave been designed for the minimum stilfness specified in:::~: ~',',~ ?afi. ,. SUDClause 16.1 lreoruary 1~53x eoltlonJ.and if only the partial panels have been calculated in

.., DIN 15018 Part 1

respect of bUlging. then the faclors of safely against bulgIng applying to Ine lull panel shalt also be adhered to for thepartial panelsComplementmg DIN 4114.laclOrs of safely against bUlginghave also been specified for all load cases In respect ofCircular cylinancal sheHs. and a formula has been includedtor the determination of the bulging stresses.

Re 7.4 Verification at service strength

The veriflcatron of service strength has been modified In

comparison with DIN 120 Part 1. as a result of recent experiments and Iresh knowledge. Both the somewhat dubioUS"compensating factors". "'. formerly used for this and otherunrelated purposes. and the coefficients y of DIN 120 Part 1have been discarded. The specifications relating to weldedrailway bridges have been drawn upon as a useful aid whenestablishing the more elaborate differentiating system ofpermissible stresses.

The verification of service strength relating to safetyagainst failure as a result of frequently repealed stressesvimable w~th time need only be carried out for load cases Has described in table 7. forall cranes subjected to more than20 000 stress cycles.

The permissible stresses In this case had to be specified in adifferent way. according to the following characteristics:according to loading groups. which comprise combinationsof differently distributed specific streSS colleclives wilh different absolute number of stress cycles, which are likely tocause approximately an equal degree of damage to themembers or to the connections. also according 10 steelgrades. types of stress, notch cases and limiting stressralios.

Since the service strength decreases with increasing stresscycle numbers. ,'l1 to N 4, and with increasing fullness ratiosof the stress cOllectives. 50 10 53 (see figure 8). six loadinggroups. 81 to B o. are listed in table 14 in accordance withthe correlations of these two parameters to one another:

thus. for example, loading group B 5 applies for the correlations SdN 4 and S2/N 3 and S3/N 2. The usual types of cranehave been classified in table 23 mto six loading groups inaccordance with the aspects described above. dependingon their stressIng dUring operation throughout theirinlendedlife.

The classification of a crane is governed by the part 01 thecrane subjected 10 the most unfavourable stressing: just asin Ine case of the adoption of self weight factors and nominalload spectrum factors. it is permitted to classify certain indi·vidual structural assemblies or members which are clearlyseparated from one another into different loading groupsas specified in table 23. on condition Ihat the service conditions desc-rlbed in table 14 are well known.

In comparison with DIN 120 Part 1, Ihe differentiation inaccordance with notch effects of the individual membersand connections within each loading group has been included in the present standard for the first lime. By analogywilh the stress lines dealt with in (he specifications forwelded railway bridges. the present standard establishesthe experimentally verified relationship between permis·sible stresses. structural shape. type of connection anddesign of the member concerned and of the connection.Accordingly, a distinction has to be made between eightnotch cases for each loading group, viz. W O. W 1andW 2 fornon-welded components. riveted and bolted connectionsand K 0 to K 4 for welded components and their jomts.Tables 25 to 32 give examples and details for the classification of frequently used structural shapes and connectionsor joints into these notch cases. including symbols for thewelds and test methods in accordance wilh table 24. Alllhese notch cases are given code numbers to facilitatecomparison.

Extensive tests at various limiting stress ratios made it possible to develop. tor each steel grade. the values of permis·sible stress m the verification of service strength for theeight notch cases assigned to each of the six loading

•

r

•

Largest maximum stress amplitude"0 ,

.---- Smallest maximum stress amplitudeI

/,i I II i ,i

7 00 - ao 11I 00

!I

,I

I }I 0 0

Iam

0 0 00

0000

~, ,, , v Tau t100 au

A 00Uu

'iJo t

o

Figure 14a).

Portion of a stress/time pattern related to the largest maximum stress, with N = 20 stress cycles. showing the largest andsmallest maximum stress amplitudes and characterized by:

,Om = - (min 0 + max 0) = constant and x = min a/max 0,

2with min 0 ~ Qu• max a ~ 00 and 100 1> IOul.

DIN !S018 ?art 1 Page 3,

Uo - a~

0 0 - 0,.....

"N

ro 1---'--'-----~--

N~

N

Ill( ,

o

•

•(1

Figure 14 b).

Probability density I (xl corresponding to all the stressamplitudes 0U-Oll'), related to the greatest difference ofthe maximum stress ampliludes 0,,-0,..

Figure 14 c).

Distribution function/relative cumulative frequency stresscollecttve related 10 the largest stress amplitude

NI,V = 2 i Ilx) dxx

()

groups using a uniform and simple scheme involvingapprox'imately equal factors of safety. As regards the fivenotch cases for welded components made 01 St 37 and3(52 steels. the lests indicated Ihat the bearable stresseswere approximately equal. and these five cases couldtherefore be handled In rne same way. The values of thestress scheme given In table 17 are based on the alternatingstresses with limiflng stresses of equal magnitude butOPPosite sign (7. == -1.0). Between these basic values thereexist constant step ratios depending on the steel grade.lheloading group and the notch case. The remaining values forany oplionallimiting stress ratios between x=-1.0and +1.0can be derived wilh Ihe aid of the established Smith diagram shown in figure 9. The equations for this are given In

tables 18 and 19 as a funclion of the limiting stress ratios. Inaddition, all the figures are specified in tabular and diagrammalic form in' a Supplement to the present standard. Ifelectronic data processing facilities are employed. suchtables become superfluous. because the mathematicalnotations for Ihe permissible stresses in tables 18 and 19can be incorporated in the computer programmes.In explanation of figure 8 (idealized related stress coIJectlves) and of table 15 (related stresses Ou- am/au-am of theidealized stress collectives), the relationship between arelated stress/time pattern Oltl/Ou with am = constant. thefrequency I (x) and Ihe cumulative frequency

Re 8 Holding ropes and gUY ropes

The rules for the calculation of holding ropes and guy ropesare also different from those given in DIN 120 Part 1. Thevalues of permissible stress had to be derived from rela·tively few experimental values.

Rs 9 Tension on prestressed bolts

The data on this subject are new and are based on scientificinvestigations and on induslrial data. Reference is made inthis connection to the further work being camed out by VOlon the' Sysremarische Berechnung hochbeanspruchterSchraubenverbindungen (Systematic calCUlation of highlystressed bolted connections). (VDI·RichrJmie 2230).

Re 10 Tables

Re 10.2 Welds

Simultaneously with the conclusion of the consultations onIhe present standard, DIN 8563 Part 3 was published: itdeals with the evaluation groups for Ihe quality assessmentof welded joints. DIN 8563 Part 3 incorporates a new kind ofspecification of the evaluation groups for welded joints. Thepreviously used designations "Quality 1", ·'Quality 2" andKspecial quality" specified in the prevIOus edition ofDIN 8563 Part 1 will no longer be used in fulure.

Attention is also drawn to Ihe fact that the details relating 10the symbolic representatIon of" weldS are being revised.

,\';.V=2 i I(x)dx0"

is illustrated in figures 14a) Lo 14c). The multistage tests torIhe determination of the bearable working stresses carriedoul by the LBFin Darmstadt 6), were based on such stress/lime patterns and on a Gaussian normal distribution of thestress amplitudes au - 0-0/00 - AU' The frequency for the pur·poses of the test was standardized and specified as fOllOWS:

Ilx) = ,J~~ exp {_~[(oo-a~~~a;-;;.,)],}

5) Laboratorium liir Betriebsfestigkeit (Laboratory for serv·ice strength). Darmstadt. Technical BUlletin No. 15/65:Verwendung eines Einheirskollekrivs be; Belriebsfesrigkeits·Versuchen (Use of a standard COllective for servicestrength tests).

7) R. Zurmtihl. Praktische Mathematik fiir Ingen/eure undPhysiker (Practical mathem;Hics for ~"'gm~~r<; ,,!f'ltj

physicists).

Pag/'!. 38 DIN 15018 Part'

Standards and documents referred toSee clause 2.

Previous editionsDIN 120 Part 1: 1136xxxx

DIN 15018 Part I. 0474

-,

•

International Patent Classification866C17-00

AmendmentsThe 'ollowing amendments have been made in comparison with the April 1974 edition:

the corrections mentioned in the DIN·~itreilungen 61. 1982. No.8, pages 496 10 498 have been incorporated.

Clause 2 Standards and documents referred to

The standards and documents to be observed, and' in particular those 10 which reference is made in the text of the presentstandard. have been brought up to date. This applies to the following standards and documents In particular:

DIN 1080 Part 1. Part 2 and Part 4;DIN 1055 Part 4 and Part 5;DIN 8563 Part 3;DIN 15019 Part 1:DASr·Richtlinie 010:DIN 267 Part 3:DIN 2310 Part 1 and Part 3;DIN 6917;DIN 6918:DIN 17100: -.:DIN17111; "DIN 18800 Part ,.

The references to Standards DIN 741. DIN 1050 and DIN 4100 have been dropped. as these standards have been withdrawn.

DIN 18800 Part 1 has been included for the firsllime. because reference is made to subclauses 3.4. 7.3.1.1 and 7.3.1.2 of theaoove-mentioned standard in the text of the present standard. (This replaces the references 10 DIN 4100 in subclause 6.5 ofthe April 1974 edition of DIN 15018 Part 1.)

Subclause 7.2.1 Load cases and permissible stressesThe USt36-1 material for rivets has been altered to USt36 in agreement with DIN 17111.

(The RSt 44·2 material for rivets is no longer included in DIN 17111. For the sake of completeness, it is still specified in thepresent standard.)

Subclause 7.4.4 Permissible stresses

In table 19 reference is made to the reduced shear stresses in welded joints specified in DIN 4132, February 1981 edition. subclause 4.4.5.

Subclause 10.3 Examples of classification of commonly used structural shapes Into notch cases

The qualities of flame-cut surfaces have been designated by symbols '11' and '22' in accordance with DIN 2310 Part 1 andPart 3. In respect of components with the code numbers WOl and W 11.

Explanatory notes relating to the November 1984 revised editionThe present standard has been revised following an abridged procedure. as already notified in the DIN-Mitteilungen 61. 1982,"'0.8. pages 496 to 498. and brought in line as faraspossiblewith the most recent state of the relevant standards concerned. InnlS context. certain references and printing errors have been corrected. and certain editorial changes have been made.

Vanous comments and more far-reaching suggestions for amendments have been discussed and taken lnto consideration i'nso far as it was possible to do so within the framework of the abridged procedure.

Those suggestions which could not be incorporated here have been dUly noted and their inclusion has. by common consent,been postponed until such lime as the content of the standard will be under review.

A short summary of the most important amendments to the text is given below.

The Varlauflga Rlchtfinien fUr Berechnung. AusfUhrung und bauliche Durchbi/dung von gleilfesren Schraubenverbindungen(Provisional guidelines for the calculation, design and construction of friction grip boiled connections) have temporarily beensuoerseded by DASr-Richllinie 010 Anwendung hochfesrerSchrauben imStahlbau. because in the current edition of DIN 18800Part 1 specifications are included relating to loadbearing members subjected to loadings whIch are not predomlflantly static.such specifications being of vital importance to crane structures.

The normal load case consisting of main loads and additional toads as described in table 7. column 4. has been specified to con'orm to anticipated international specifications. Accordingly, it must be assumed that the crane IS travelling in steady statecondition. and that skewing forces and possibly also wind torces are acting. Consequently. the tifted load shall also be multi·plied by the self weighl faclor '/J.

On the basis of recent tests which are not yet completely concluded. it would appear advisable to reduce the values of permis·sible shear stress in the verification of service strength retative to fillet welds. As a result, an appropriate reference has beenmade in table 19 to take into consideration in a suitable fashion the reduced shear stresses specified in DIN 4132. February1981 edith?n. subclause 4.4.5. in respect of fillet welds and of welds with root notches. REUN\D.AS. S. A.

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Din 15018 Cranes Part 1

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