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TABLE 3-1
PARAMETFRNAME
DEFAT'LT VALUE DESCRIPTION
/l
Fi
|{Y
l,.r
t-Y'
r_.2
+ .1, lr,-.t\,nr.. tp
l.0r
'in
Member Lengih
Member Length
f i.Jt,-.,,r*.i ' ,,.i '*.,', ( L 1' {'"}tYt* }'/'rdtl'q-
* rnoc,o'X:r, .ilf. r,r1rra'.-,
I
K voiue in locol y-oxis.Usuolly, this is minor sxis.
K volue in locol z-oxis.Usuolly, this is mojor oxis,
Length in lccol y-cxis iocoiculote slencjerness rolic.
Some os sbove'excepi inz-oxis(mojor).
z r-YLD 36.0 ksi Yield strength of steel
3 i{5F'i-
ln Net section foctor fortension membeis.
4:.;i,.ji* .1.r
rt'irl i {;, to:' .,{t i q..
I.'
I
Member LengthC LL) ilnlc,oQ $u,{i',(
i-i_'oL1' Unsupf,orted I"l$\ ior colculc,iing
-:-/- rr'-'.4'-.#':.. joilowoDle Denolnc sTress.
s: rh.1L:- l-0 Sorne os obove provided cs c
frociion of octuol nrember iersi-h.
I
iAi
i
' .-tJ.l.0
Cb vciue os used in sectior-. .].5
0.0 = Cb to be colculoteC.Any other volue wiii meonthe volue to be used in desiorr.
.|I
,iAAIN 1.0 i.0 = Mein member.7.0 = Secondory member.
Iqqv
SS7-
0.0
0.0
0.0 = Sideswoy in locol y-cxis.J.0 = No sideswoy.
Some os obove exceDi inIocal z-oxis.
/'Y\
holo tirr
..1,\( < -',.'i d I(.,,. (^ cb i., t a., .-
sit i
a,L . o-!i , I r. r..tr' ci'4'
I',i {:. i: <)t {
a'
- *'' tt., --r/
,, lE of 8
T,ABLE 3-l {Conrinued}
PARAMETERNAME
DEFALN.T YALUE DESCRIPTION
I CMY
cMz
0.85 for sideswoyond csiculored
'-' ffi"_[B^oud.) Cm volue in locoi y & z oxes
lo
:
te
TRACK 0.0 .l.0 = Prini oli critiesi
member sfresses0.0 = Suppress erificsl
member stresses
DMAX
DMIN
40.0 in.
0.0 in.
Moxirnum cliowoble depfh"
Minimum qllow,rble depflr"
RATIO 1.0 Permis;soble rofio of theoctual to oilowoble stresses,,
r1I
I
WELD
tsEAM
I for2 for
closed sectionsopen sections
0.0
Weld type, os expioined inseciiorr 3.8. A vsiue of lwill nreon welCing is onesicie oniy exceprt for wide*flonge or tee secfions,where ihe web is olwoysqssumed fo be welded onboth sides-
A vslue of ,& *,ill meonwelding both sides. Forciosed secfions like pipeor tube, fhe welcjing wiiJ,*l;*lxxig:*_0.0 = design only for end mcirnenfs
ond il,ose .qf locof ions specif ie.ciby ihe SECTiCN tommqnd.].0 = colculale momenf s sf f enfhpoinfs oiong the becm, snd use fhemoximum, M., fo, design.
tsWMIN
WSTR
l/15 inch
r).4 x FYLD
Minimum weiding fhickness.
Allowoble weicjing. stress.
' In the cose of no sideswoy, which rnesns the member is restrqined ot both ends,the Cm voiue is compufed bosed on the formulo in Secfion i.6-l of lheAISC cocie.
ffiu _ 4nErrrrsr 2 6t)^ A PaG€ - oF _
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,:t = t. 2/) I (rt 99lcV, 0"65 I , C @45-s.oom I 6,
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d I '.*r.i.:.1 = l<]=r.c, I +-nuixi = 6')o*'
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DATE t(ra^'4tBY iilREVI€N'
CHECK
APPR.
LOCAtTON
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lirelm Lr;5
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tJLb = 34.14 lcse
*J"ua Z\oo Ogl"r"
N5F,
O r.ise=..6t71(=
"'?s ro ss)
? T^oontu'c Aofr.o,^\dd
-) pe JX3.**7"* '' {.,J u 0r.. "
NEF = nal [n"Jto, F-.Cn--{." " G n !,",u, hno *'' L*r,
Al *"" .,nq {n r*.on
;*?*l .^,.4,
or''05" {*o lr*|u*"nu., Ar^n
3. Bn.c t"3
otoErt
rt
turr
5 - 124 . Commentary on the AI SC Specit'ication ( 11 l1 178)
be conservative in case (f).
lVhile ordinarill' the existt
cur)Dort for tier building frames
,'i ii"i,t curtain wall consrructton
."t^rrtotia"a with a.posirive svl
"1r-r.i. ""rt' t he bending sriffnesr
* "' ir', this case the effeclive ler
l. is dePendent uPon the amout
"ionl i"rnnurs entering the ioi
i#ui"*A sriffness. Provided b1
of the unbraced columu segmer"' "'S"u.rul
rai'ional methods ar
.,i t he coiumns in a laterallv unl
curacl'. These range lrom slmD
i" irtr. c1.6'1 r'o 'erY.comPIe:
framing members has been ma
;;;;;J a fairll' raPid method f<
--l n"r-rS, op. 260-265.
I
a
Fig. Cr.8.1
these conditions are approximated in actuai rlesign' In general' these suggest'ed
values are slightil, high;, th;;their theoretical equivalenrs, since joint fixity is
seldom fulll' realized.If the coiumn base in case (f) of Tabie C1'8'1 were truly pinned' K would
actually exceed Z-O fo. uliu*u such as that pictured in Fig' C1'8'1' because the
flexibiiity' of the horizo"*t"i *"*U". wouid pievent realization of fuil fixity at the
i* "ftt;;;1"*"- d th";;;;; hand, it has been shownl4 that the restraining
influence of foundatio"rl"""" *rr"re these footings are designed onll' for vertical
Ioar1, can be very ..rir*i."iiui^i" li" "ut. of flat-e."ndecl column base details with
orelir::ary anchorage' f'"t lftit """aition, a design K-value of 1'5 would Sgnerally €
K.vALuE tII
II
TABLi Icrtt
Buckled shape of columnis shown by dashed line
(a)
I"fA
itrlrl\rl
I
II
:b)Iv)(
I
\l\lI
,,),
t
(d)i
(e)
ttii?Pl/l/lllrt,lrt,lr
I
Im7TII
Theorelicai K vaiue 0.5 0? 1.{ 1-0 2.0 2.0
Recommended designvalue when ideal condi-tions are approximated
0.65 0.q0 1.2o.
1.0 2.10A
2.0o.:,
End condition code
"ftrY
ry?
Rotation fixed and translation fixed
Rotation iree and translation fixed
Rotaiion fixed and translation free
Rotation iree and transiation lree
ii,,.i;l::.i r::1 tii. , :.
it . )
i, i'i1iii.it ]:li !ti i1! ;
i! i:i11 ,;i
.1.: i i.
t 1n -B tta(t (\
!=. r;.1 ;:'.e"
ilr" .ri: ;
Sidesway Uni
Aiignment Chart for E€
tA^ AJO8NO. r- i
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