nomogramas columnas p1

8/11/2019 nomogramas columnas p1

1/9

t92

FRAME

STABIUTY

K

0s

SIDESWAY

NINHIBITED

9'

to

?.0

6.0

t0

ao

L0

z

SeeNot6

tr

Fte. C-C2.2a.

LRFD

Sperif.orbt

r

Srttrturd

St@l 4kdhEs,W

27,

99,

ATERC,T,I

IXSTNUIOF

STSL CNsruON

Fia.

C-C2.2h

Atisnrent

charl

or decti,p

lqsth of ahm8

in

co,

inous

ran6

Srdeswol

ninhtbikd.

with

c dsfned

as

c=+y+

c.c2-2)

Th expression

or c

given

n lhe

footnotofthe

aligDment h6rt

basassumed

hat

E ofthe

bean6srd

colunns

are he same.

However he

ati$ment chart

s alid

for

diferenl

ruterials

i t Equation

C-C2-2

s used.ADequation

or rbesideswav_i[hie

ited chan

cao be fouod

ASCE Tssk

Comminee

o0 Etrective _etrgrh

I

697).


2/9

r9 l

Gt

K

a

c

$.o

to0

3,O

a,

20

50,

r0'o

10

.to

2t

t,

ol

G'

ol

0,5

M

o.t

t.0

ol

o7

ot

o:t

0,

ot

o,

0.2

ol

ol

SIDESWAY

NHIBITED

Noteslor

Fts.C-C2.2aa"d h: Thesubsuipts

A andB ref* to hejoints

alhe tio en^

dthe

colanu

se.tion beiry cohsideted.

A is defned

os

'

\ L / L " t

xrs

/ Ls')

in vhich2 irdi.des dsunnationofa

nenb^

igidlf cohnected J hat

hint

and ying on the

plam

i, vhi.h btckfi,tg

ojthe @lmn is

befugcontldeed. I. it thewre ofiwrtia drd

L.the ut

supponed enqth

ola.olun4sttion.

and .A thenonznt oli@ iaand L.tha u8uwo

edkksth

ola

ei'd"r

ot other Bttuhins

nmber l,dd

LM

tarzi

abort

qtes

perpadt@lar

to the

plane

of

bt kliq beizE

@Nideed.

For

.olunn endt suwizd by batnd

ligidlr connectedo

alooting

orftundatih,

G s theotett-

@

,

injnitf. bat, unl6 Ntua

y

d*igsed at a bue

,tctiok-fee

pin,

nar be tak

"

6

"lO"

Ior

pacncal

designs. fthe columnend s tigidiy

a4uhd to

q

pmperly

desisnedlooting G na, be

Fts.

C-C22a rlisnneht chanJot

dectire

tensth

ofcolunns

in contihuola

rand

-

S lefuay lnhibited.

LMD

W.ificati@Id

Sttuctun StedEaildiiss, *c tu21,1999

AMEroq

lxsrrTlroFSIEILCoNsrRlcr|or

SRAME

STABILITY


3/9

CALCULO DE

LONGITUDES

EFDCTIVAS

CON f,L USODE NOMOGRAMAS.

1S7)

7.I UTIAEXPOSICION

l|Ag AMPLIA

DE LAS

LONGITUOES

EFECTIVAS

El

concsptode ongitud

cfectiv8 sc

nt odujo cn el crpltulo 5

y

sEprer6rtaroDElgu-

tros slores

eJ( en N abla

5. .

Estos actors

cobtuvicro[

DlIs

colu$us

concieriss

condicionesd .tizedar

dc rEsficcidn

cn rus

exiremos,

uc

iuedcn

scr muy

difcrc|lter

rspccto

lar condicioncs

rActicas

edisrio. Los

yalores

abuhdos

otr$oltnaknonta

$tishctoriodpra

disrlos

prrlimina$s

y

pera

3iturciodar n as

quo

cl desplazrmirnto

Irtrrl0rdco)

cat{ Epedidopor

soportca

r|eraled,Sin ernbsrgo,

i sr

c.luinrs foF

filanpa

dc un

m&to oontinuo

onltido

s desplszamianto

strrml,

s

a

mctrudo onve-

niente fcntrr

un an{lisis rnds

ktalhdo,

c4moee

desoribe n esb

secci6n,

En m.noa

grrdo,

stocs trmbi6[

coDvcniont'

arr

colrr|tras Gn

mttEod

sniochsdor

conk6

dcs-

plaz8Diafto

atrfll.

Er adccuado

lccr alguno

omcntarios

BtEcto al dc8pl6zarnicnto

clNtivoco-

n.spotrdicutc

a la.s

ongitudas

fectivac,Bn

cst rentidocl desplazaoicnto

etarll

se

ftftcrg a

u$ tipo do

plndao.

En

ashuch[ssc 6tic$treate ndctcnnimd$

cl de6nlsz{-

michtortcf,slocurc dordc106marco6 eclrlvul latcrdmrnb dcbidoa taDr 3cticis E

oaryas

atctalcs,

o

crrgasvorticslcs

$imticar,

o dond6 o8 matpos

on aBim6tico&

Asimisrnol

dcsplsamianto dtersl

ocutrE

n colutr| |os uyos xfErbo3

e

pucdcn

mo-

vcr trnsvcfsalment

uando

on c5rgrdoS

rstt

quc

ocurrocl

pan&o.

Si 80ulaq m|rrod

con

rioshsnicnto

disgooslo

muos

dgidos

decort&to,

lssco.

Iumnrrno

suftifdo

bdco

y

tgndrfu

ElSo c rlsEiccid'|

rotatori|

qt

susextsqnos.

rr

t87


4/9


5/9

102 7/Dlad'lo

6

mlrmh 3calgados

rlalmonte

oo|npri6.t

confnord6.r)

El Stmchu.l

Strbility

Rca.arcb

Coulcil

(SSRC)

hacc .3

siguic

e. rccon

ad&

cioDcaelaliv.a

al

ulo

de

os nomogramrg:

l. Para

colurunas rticuladac

as

tcdricamanG

nfinitq como cuaDdo

o. co

llmlnr cstA orchda. un zapobpormediodc uD micuLci6n si tictih

CoEoctr ealidad

.l

cotr.xi6rl

nurcacatA

lbrc de iicci6o,

sc

rcoEirods

$&

0

s tomc

gual

a 10cuatdo

e us6i

alcE soportoc

o dgidos,

2. Prra

concxiong

rlgidls

dc colurnna

a apltrs G te6ricrrnantc

jendc c.ro.

pto

desde r

putrto

dovirtr

prlctico

Bc comioda

nvalor dG .O

r

q[

niF

guD

conoddn

r

pdf.ctarnatc

dgidr

3. Si unavigs

o trabs

esd rfgidamcnE

nidaa unacoluftrs'

su rigidrz

tt

&h

multipliq$c por

cl facbr aprbpiado

adocn la Tlbla 7.

,

dclcndi.rdb

d. h

oordicidn

on

l crcrfi|o

.lcjtdo del

EirDbm.

TABLA7,1 FACTOREIJ

ARA

MIEMgROS

NIDOS IGIOAMNlE

Cordld6n n o(tlmo

la.lano c la

lreba

Anisuh.i6n

L6d.o lmpadtdo, Lldao m inpiddq

multplhw

poc

o5

o.61

1.5

2.0

- i

lac

qbcryn url

ud son

muy lgidar

s

dccir, icnen

slorcs

Z

muy

8nndrs),

ctvalar

&C

=

2(1"

/L"12{1,

f

L,ltffid, a

@ro

y

Ios

ictorrs K rcrdn

poqurfioc.

i

c cs

muy

p6qucio,

o8 mortranbs

Gh colurnna

o bal6n

girrr

Dulho

cl nudo

por

o

quc

6stccstari

crc{r|oa unacoodici6n

rtlpot"amidtto. Si ambdigq

C Gs

sud-

ngnta

maJor

quc

o rc

ett form

aprroilblc,

dardo ooho rsultido vrloF

c.r|rfilrrs.

blcmcniamayorgr

Fra

r(.

Lss ongitudos factivss c ords ut|sde s6columnlrdo un rratco sr Gltirun con

los nomognma6

n cl oj.rnplo

7.1.

Crundo

cl ladeo

or

poibl.,

rc arcotM qu

r

longitudc

fuiyls rotr

sicmplc

n

yorcs

$c

hs longitudcs.d r, ooDro

a ilultr

o

cda

qjqlplo.

C\utrdo

o marcod

dt{o rriosh.do6dc l mlncrs

quo

cl

l.dco

no cr

po.

dblc,

X ea{ morc que

1.0, Un

dlscio tricid no8h.

dado

dirn r$ionos

ptllitli .r

lara

cada

uo

do

loc

micnbroc

dcl rmrco, Drrpuas

dc drirronEds hs longi$da

ofeldvrs,

osd oolunm

ac cdhcnr, Si os unritoc

c.r$ian aprcciabhmcnt nu6vs

longitudcs ftctivss

'rdco

detcrminras , l discio dc

kr

coludulrsa6

Fgitc, atc.V&

rior tabl8

s

ulan

Goa

6oluoi6n

r

rlb

ojamplo,Estas catrtiordcrl icilmattc

un vaz

qur

sa axatninrna6

notas&das

cn

oe

nomognrnar.

r

ETf,MPLO '.1

Detcrdno

lar

grgifuder

cfcstivlr decrdauns de

hs

columlrs

del

rmrco

oostradoan

la fi8lla ?.4 si ast o csd a.fiortradocontr ladeo.U6r106 odlogr&ilr de h 68ur6

7.2 b)

y

supongs

uc

106

xtllos atajados ash.bcs ast6 r fitrgido,


6/9

7

w t 6 x 3 6

7.1

Una go ir i6lldd amelle

|o

ba knot&d

aft

w l 6 x t

-T

l0pr.

I

-+

I

l2

d

I

D

c

D

,

1._*

o*

___-+_ o

er.

______-1

Fl$r.

tra

so,,rct t,

Frctorcsdc rigid.z:

Mlsrnbro

Pcd1

VL

FI

W6 2/t

wEx24

Wt

x40

W8,(40

W8x24

Wt

x24

wl8 x50

wr6x36

WlEx97

Wl6 J7

EZ8

82.8

l4ri

t46

12.E

t2.t

8m

48

t 750

758

o.575

0.690

l.0l{

0.575

0,690

1.867

4.861

2.106

t44

120

114

120

l{4

t20

2&

2&

36{)

360

t4D

tc

DE

EF

EH

EI

BE

CF

EE

A

B

Frctorrs

C

prri

cqds udol

Nudo

y..tolLo]/xt.lLe't

Var3c ii. 7.2

b)

0575+0.690

(0.67)(3.333)

0,690

(0.67X1,86?)

V6..6

Fi& ?, b)

1,014{

.217

10.0

oJ66

o552

100

0.406

0451

10.0

0.38E

0.189

(0.6?)(3.333

4.861)

t.2t7

H

@.6ry1.857+

.106)

Va||.

Fig 7, b)

0.575 0.6q)

(0J?x436D

0.690

(0jrxrl06)

3

a


7/9

lgil 7/Dbeno

d6 mie.nbtlr

caados

ssalm.li,

a romprqli6n

(continuacl6n)

Factors

( scg{tr

el nomogr.lnafig.

7.2b)):

Columm

1.19

l.t7

l:71

l . l 3

t,76

r.14

G^

I0.0

0.566

r0,0

0,406

l0-0

0.388

,4R

BC

DE

EF

GH

1

0,566

0.5?.2

0-406

0,451

0.388

0.489

.

8t u

D@

diftil l l.

iebird|.

M

&.

r. lt.ifttE

lo''do nJ

F..l

rw.

tl

tr

ddo

q

otl.

d)e & L nSM ?-2

Fr

db{o

p.n

r.do

F.tnlb

d. t,lrno

F&rL.i

h| {h6

r

.da

k

E

q

itq ,t6te

L{

lo4E&ti.d.

kAr ftikFn

@...tt@

I

Para

omayorla c

osedihcios,loe

alorw

de(,

y

rf" dcben xoohlrsc

Dor

E .Dt_

rado.

La

raz6n

rfa

al

qtudio

ldividual

Btribs

etr ss

Firiblcs

condicioucs

iftrcntrs

de.niostrsmierlo

en .s dos

diNcaiors.

uchos

mracor e ulltiplcs

riyelocoDris.

&n cn martos

itidos

on

unodircccida

cnmarcos onectados

otrvanoiolalmqrtr

n

18ot. Adqh{s,l9spuntos c olodo stgrdl uedcnmcnudoGstlr inradoso ugs-

Iss

entEromcttto

ifrqltli

on oo

dor

plonoo,

Sedispono

cunconju0o

dceculciodes

q t&t9

sencilhs

ara

llcubr los acG

re8

de ongitud

factivg. n

algurs ocrsioDes,

l ngcnido

ostucturi8ts

wdG

nco-

tslt nrfs convcnicnte

ssrsas

cuacionao

u

or oDogrsmar

nt6s crito8,

Tsl vcz

la

iturcidn m{s

til cscumdo

c aplicaa

progomar

&

computrdon,

a quo

.sultr

muy

nconvcrionb

etror8gn

mcdlo aun

di fiocon

oomputrdon

ars

ecr

scio-

rcs (

on o3nomogr |trrs

volv.r

mtsr con llos

sl

p|ogrun&

Silrcnbargo,

|s cq|r

cioncr

pucdcn

tcluiar

frcil|lmtr cn

os

programss,

limimdo

la Dccasidld

eu .r

nomogmr|aE.r

8l nomoglsmr

o s

ffgurs?.2 b)

pqra

rrarcos on

hdlo sisrqre da

vrlorcs

I( > I .O

Dc hecho,.otor.s

( dc 2.0

3.0soncomues

y

ocsionalDcr$.

a

obtiGolil

v&lorc8

altotlS. lruchos

roycctislrs

stos rloEsOngrmdcrno o porccar zo-

n blo.

Si scobtiaoco slorcr( lparlnrcfia$a

Duy Nhos, l

proy.cti.t

dcbcitlcvi .r

con

umocuidrdo osvaloll8

quc

sdopt6

l

nomograrns

v.lo rs

C),asl

como

rs

hi-

p6t$i

b{sicas

sodasl

prcpuar

&t, Bstrship6tcrir

c

analizEnon

dctallc

n a coc.

ci6n7,2.


8/9

comr.

c2.l

CAI-q]I-ATION

OFREQI]IRBD

SI]REI.IGTHS

ttatjoiff

ard

lying in

rhe

ptarc

r

whichbuckling

of the columtr s

betngcotrsid-

ered.E" is

tbe modulus

f the

column,

" is themomentof inetia

of the

cohuDn,

andZ.

is the uqsupported

engrh

of rte column.

E, is the modulus

of tle

girdef,

Is is the

moment

of inertia

of the girder,

and Ls is the unsupported

etrgth

of the

girder

or other

estraiting

lrember.

" alld s

are akenabout

axes

rpetrdicular

o

the

plane

of

buckl.itrg

eilrgconsidered.

[e aligDmenr

halt s valtd

or dffferenrnaterials

f an

appropdate

ffecrive

igidity, ,8I,

s used n the

calculation

f G.

Foi colurno

nds

upported

y,

butnotdgidly

oonnectedo,

a

ootiog

or oundatioo,

G is

theoretically

nlinity

but unless

esigned

s a rrue ricrion-fteepi

may

be

takeu

as 0 for

pracdcal

esigns.

f thecolumn

end s rigidly

attachdo

a

Foperly

designodooting,

G may

be aken

as 1.0.Smaller alues

maybe used

fjusdned

by analysis.

Theoretical

value.s

btained

tom

thealigDmentharts

or variousdealized

nd

conditions,

ctation ixed

or llee

aod mnslation ixcd

or ftee. arc shown

n Table

C-C2.2

alongwith

practical

ccommendarions

or

use n actualdesign.

It is impoltant

o rcmember

lat the

alignment harts rebased

n heassumptions

of idealized onditioos reviously

iscussed

nd

hat hese

onditions

cldom xist

FiB, C

C2.3.

Aligwnant chart-sidesway iniibited

(bwed

Itanu),

Specifuati@

or

StrrcturatSteelBuininss,

Marcb9,2m5

AMERIC{N TN$TII}TA OF SIEEL CONSTRUqNON,

INC,

241

10

i:8

3.0

2.0

68

0.8

0.7

0.6

0.5

0.4

0.3

t

P


9/9

242

CAi-CULAIION

OFREQIIRm

STRENCTHS

tcoru "

C2.

in realstructurps.

herefore,

djushetrts

ale equired

wheo hese

ssumptions

re

violated

and he

alignmel|t

charts

arestill to be used-

Adjustments

or

common

design

ordirions

harapply

o

both sidesway

ooditio$

are:

1.

To account

or

inelasticiry

n

columns, eplace

8.1")

wirh

r.(8 1.)

for a

columns

n the

expression

or

G,4andGr. The

stiffness

eductioo

actor,

o,

is discussedaler n thissecfion.

2. For

girders

contaidog

significaot

axial load, multiply

the

(EI/Z)I

by rhe

f^ctor

l-Q/Q;

wheE

O

is the axial

oad n rhegirder

ard

O:.

i6

rhe

in-plaoe

buckling

oad

of the

girde

basd n i

nomogramas columnas p1

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