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نوتة حسابية وأحمال الزلازل لبرج سكنى طبقا للكود المصري
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" "
)dohteM murtcepS esnopseR ladoM deifilpmiS(
) 0002 PAS (
)(
- ) tfaR .C .R (
: +
/
)85( fo )1( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
fcu = kg/cm (After 28 days)fsy = kg/cm (Steel 36/52)
Flooring Cover = kg/m
Live Load = kg/m ()= kg/m ( - )
WALLS :
Wt. of Bricks = kg/mWt. of Mortar = kg/m ( TWO sides , 2 cm each )
-
Number of Floors = (Basement + Ground +11 Typical Floors)( + + )
Height of Basement Floor = mHeight of Other Floors = m
# Residential Building in Cairo - # Moderate (Medium) Density of Soil
. ( ) . #. ( ) . #
Net Bearing Capacity of Soil = t/m (At Foundation Level)( )
For "Working Stress Design Method" :fco = kg/cm fs = kg/cmfc = kg/cm qc = kg/cm
qmax = kg/cm = (for Slabs < 18 cm)
= (for Beams & Slabs 18 cm)
19As' / As = 0.0
300
14002000
D E S I G N D A T A :
2503600
0.2
150
13
3.503.00
17
60 200090 7
200
[email protected] (+2-01003932408) Page (2) of (58)
:
: snoitaluclaC cisaB
: S L L A W : ssenkciht mc 21
m/gk )2( . )0002( 20.0 + 0041 x 21.0 =
: ssenkciht mc 52m/gk = )2( . )0002( 20.0 + 0041 x 52.0 =
)wh( . )maeb( t - )roolf( h =
st - )roolf( h =: m00.3 = thgieH roolF , mc 07 = t htiw smaeB roF
'm/t )07.0 - 00.3( 52.0 ='m/t )07.0 - 00.3( 34.0 =
: )balS revelitnaC( ecarreT roF
21
'm/t = 5.2 x 07.0 x 21.0 = :
'm/t )07.0 - 00.3( 52.0 =
'm/t = 06.0 + 12.0 =
18.0
) (
18.0 )egde( w
06.0 2w
06.0 )mc 21( wW
12.0 1w07
)teparaP( )( .
wh
052 w
)gnikroW( )etamitlU(
.
wh
034 w
00.1 )mc 52( wW
)85( fo )3( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
)21 01( / cL = st balS revelitnaC :
#
#
#
#
# / )ffohsarG(
.
/
) ( )( . )(
.
= st
)elpmiS( )ytiunitnoC( . )8/2L w(
: .
) ( . ) (
)noisroT( .
sL sL04 53
)noitcelfeD( .
54 yaW-owT
balSsL
52
noituloS fo spetS
sL=
yaW-enO0353 balS
)metsyS lacitatS( . )diloS( )kcolB wolloH( )talF(
.
stsL
)st( ) ( :
) ( . . .
sL
) - - ( . : :
)85( fo )4( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
: 51.0 - r 5.0 = ) ( 2r / 53.0 =
) ( : )4r + 1( / 4r = - 1 = )4r + 1( / 1 =
#
#
:
)gnikroW(2k cf M 2k cf M sw llaw LL CF st r sL L .oN1S
2S
3S
. . .
)etamitlU(J 1C M J 1C M usw llaw LL CF st r sL L .oN1S
2S
3S
. . .
#
'm/.tfR
. )C .F(
) /( .
.
)2m/t( " " .
)( ).( .
. ) - ( )mrofinU(
.
'm/.tfR 'm/.tfR
'm/.tfR
LsL
r=
)85( fo )5( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
B2B1 Ls S1
S2
S3
L
Beam (B1) : Coefficient for Shear =
Coefficient for Moment =
Beam (B2) : : Coefficient for Shear = 1 - 1 / (2 r)
Coefficient for Moment = 1 - 1 / (3 r2) (r = L / Ls)
:
Load for Shear = Ca . (Ls / 2) . ws t/m'Load for Moment = Ce . (Ls / 2) . ws t/m'
r = 1
(Working) L ts FC LL
(Ultimate) L ts FC LL
SC2
. . .
Edge Load
Edge Load
No.
SC1
SC2
No. Rft./m'
SC1
k2
JMu
fc
C1
. . .
ws
wsu
0.67CaCe
0.50
M Rft./m'
:
. . .
ShortLong ShortLongShear Moment
Loads on Supporting Beams
[email protected] (+2-01003932408) Page (6) of (58)
:
. (Working)
As' = As(Hook)
Stage (1) : Uncracked Section : ( Neglecting Rft. )I (g) = 100 . ts3 / 12 cm4
f (ctr) = 0.75 (fcu) 2/3 kg / cmYt = cm
Mcr = f (ctr) . I (g) / Yt
Stage (2) : Cracked Section : ( n = Es / Ec = 10 ) (----) () (n)
(Neutral axis) Snv = 0.0 = 100 Z/2 + n . As' . (Z - 2) = n . As . (d - Z) Z = - - - cm
I (cr) = 100 Z3/3 + n . As' . (Z - 2)2 + n . As . (d - Z)2 cm4
K = (Mcr/Ma)3 (Ma = Applied Moment)
I (e) = K . Ig + (1 - K) . I cr cm4 (Effective Inertia)[ Note : Icr < Ie < Ig ]
Ec = 14000 (fcu) 1/2 kg / cm
Ec Ie = kg . cm
(all.) = Lc / 450 cm
(act.) = (w L4/8 + P L3/3) / EI (all.) (SAFE)
ts / 2
- - -
As2
ts N. A.Z
2As' = As
Ma
ws Edge Load
Lc
[email protected] (+2-01003932408) Page (7) of (58)
:
)3L + 'L + 1L = L (52 / L st
'L
3L 2L 1L
m/t .L .L + .C .F + CR . st = 3w = 1wm/t soC .L .L + .C .F + CR . )70.0 + st( = 2w
: gniyfilpmiS
m/t .L .L + soc / ].C .F + CR . )70.0 + st([ = ' 2w
)noitcelfeD( :
I E / ).M .B fo .M .B( =
+
.
:
: )/ ( . :
)noitcaeR citsalE( )mD.M.B( ) (
)dohteM maeB etagujnoC(
' 2w1w 1w
2R 1R3L 2L 1L
1w
2w
3w
H
1w ' 2w 1w
)85( fo )8( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
)balS talF( :
: yletamixorppA
01 / 2vaL . sw )ev+( M 'm / 21 # 7 hseM esU
)mottoB & poT( 8 / 2vaL . sw )ev-( M
: ekauqhtraE ot euD )( KO )ev+( M - - - = )+( M .xam
)( - - - = )-( M .xam
QE )-( M + )ev-( M = )ngiseD( M
.tfR poT lanoitiddA esU )'m / 21 # 7( - ).qer( sA = )sA( 'm / 61 # 4 hseM
)balS talF( .
.
.
)85( fo )9( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
# )( : 01 / L )41 21( / L 5 / L
.
#
#
#
#
)5b( )71b( .)07 x 52( : 5b
) - - - (
)metsyS lacitatS( . .
.
) 5b ( ) 71b ( )71b( )5b( .
24.6
)1b( )2b(
)3b( . . . .
)71b( )5b( )71b R(
)mD.M.B( .
72.215.3 88.2 30.3
)( )( . )( .
) ( .
: :
. ) (
.
) / ( ) (
.
.
)85( fo )01( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
:
)85( fo )11( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
: :
).cte . . . kroW lautriV ,noitcelfeD epolS ,noitubirtsiD tnemoM ,noitauqE M3( .
:
'm / t CR . t . b = thgieW nwO
) - - (
:
#
#
) (: elpmaxE
3 1 )noitubirtsiD tnemoM(
554.0 = 12 )F.D( - 1 = 32 )F .D( 545.0 = 12 )F .D()raehs rof daol esu( : ecroF gniraehS rof gnivloS
tm 23.3 = 21)MEF( 5.0 + 12)MEF( = 12Mtm 65.7 = 23)MEF( 5.0 + 32)MEF( = 32M
)545.0( )23.3 - 65.7( + 23.3 = 2M )554.0( )23.3 - 65.7( - 65.7 = 2M
D .F .Sm
)tnemoM rof daoL( )mD.M.B( . ) (
.
)raehS rof daoL( .
:
36.5tm
26.3
m 07.1 m 08.3
48.171.2
17.169.1
RO=
: :
m 58.2
10.2
89.4
94.4 04.7
00.4 378.0
2
)85( fo )21( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
Solving for Bending Moment : (use load for moment)
M21 = 3.92 mtM23 = 8.21 mt
M2 = 3.92 + (8.21 - 3.92) (0.545)M2 = 8.21 - (8.21 - 3.92) (0.455)
B. M. Dm
D E S I G N : Beam Section (12 x 70)
k1 = 0.29 fc = 72 kg/cm2 (OK) c1 = 3.73 c/d < 0.44 (OK)k2 = 1770 J = 0.792As = 5.36 cm2 As = 4.99 cm2
= 6.26
6.26
250 x 1266 = k1 6.26 x 10
5 9.39 x 105
12
#
c1
OR
Mu = 1.5 x 6.26 = 9.39 mt
mt
# #
=
#
Working
5.03
Ultimate
#
66
(fs = 2000 kg/cm2 , = 0.2)
1.42
[email protected] (+2-01003932408) Page (13) of (58)
)maeB ediW( : )maeB neddiH( .
#
)B( x )L .L + C .F( + )2S( bals morf daol + )1S( bals morf daol + .tw .o = w
#
) ( )C .F( )L .L( .
.
) (
.
)85( fo )41( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
##
.
.
)0002PAS( .
. ) ( .
)DACotuA( : ) - - - . . (
. .
) ( .
.
)reyaL( )semarF_PAS( .
)0002PAS( )9 noisrev( )DACotuA( )reyaL( .
)noituloS launaM( . )0002PAS( .
:
)kcaB ot dneSredrO warDslooT(
)kcoL( )reyaL( .
) . . .(
)reyaL( "dirG" .
)PAS( .
)85( fo )51( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
)sllehS( ) ( ) ( . )sllehS(
)sllehS( .
)reyaL( )sllehS_PAS( )0002PAS( )9 noisrev( )DACotuA(
)reyaL( .
) ( )eniL(
)3,0,0(@ . )ypoC(
.
)ecaFD3( ) ( . )PAS(
. )DACotuA( )PAS( .
) ( ) ( .
.
)( )tnioJ( . ""
)dnetxE-mirT-esarE-telliF( .
)( )tnioP( )elytS tnioPtamroF( . )stnioP( )reyaL(
)stroppuS( .
)sweiV D3weiV( )WN-EN-ES-WS( .
)llawraehS( )eroC(
.
)85( fo )61( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
)FXD( .tamrof-FXD sA gniwarD evaS
)PAS( .FXD tropmI eliF
.
lairetaM wohS / yfidoM etercnoC lairetaM enifeD3m/t 05.2 = emuloV tinu rep thgieW
2m/t 6 e 1.2 yticitsalE fo suludoM
5/1 6/1 = oitaR s'nossioP
esrevnI sexA lacoL llehS ngissA snoitces )aerA( llehS tceleS
m 61.0 = ssenkciht gnidneB = ssenkciht enarbmeM : mc61 balS roF
)Z( )m-noT( )lacipyT(
.
)sllehS( )DACotuA( .
)llehS( )sbalS( )sllawraehS( )eroC( . )61S( )52WS(
)03WS( )eroC( .
)weiV( )snoitpO yalpsiD teS ro stnemelE teS( )lliF( )sllehS( . )llehS(
.
. . . .
)85( fo )71( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
)emarF( . )( :21B RO 07x21B : emaN noitceSm 21.0 : )2t( htdiW m 07.0 : )3t( htpeD: sreifidoM teS / srotcaF noitacifidoM
)( :)yas 10000.0 RO 1000.0( eulaV llamS yreV = tnatsnoC lanoisroT #)egareva sa 8 nekat( )01 6( = sixa 3 tuoba aitrenI fo tnemoM #
#
#
1000.0 = tnatsnoC lanoisroT # 1000.0 = sixa 2 tuoba aitrenI fo tnemoM #1000.0 = sixa 3 tuoba aitrenI fo tnemoM #
#
noitceS emarF ngissAnoitceS )aerA( llehS ngissA
sllaW - 3 thgieW nwO - 1
daoL eviL - 4 revoC roolF - 2
)noitcA dirG( . .
)sllehS( )semarF( )tceleS(
.
:
)( .
)semarF( ) ( .
)emarF( ) ( )LOC(
)sreifidoM teS / srotcaF noitacifidoM( .
)( )( )ecroF laixA( .
)85( fo )81( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
snrettaP daoL / sesaC daoL citatS enifeD
:
)3m/t( CR x )3m( .loV = )TWO( snoitcaeR 3m 052 V 5.2 x V =
) + ( / )( /
/ #
#
revoC roolF
)reilpitluM thgieW fleS( )( .
)TWO( )( .
)( ) + + ( .
026
thgieW nwO
) ( . )reilpitluM thgieW fleS( )(
.
)( ) /(
. )C .F( ) ( .
)C .F( ) /( ) /( .
)C .F( ) ( ) /( . )C .F( ) /( .
)85( fo )91( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
saerA ediviD / sllehS hseM tidE
semarF ediviD seniL tidE / tidE .
mrofinU daoL citatS )aerA( llehS ngissA
mrofinU daoL citatS emarF ngissA
). . ( )ytiunitnoC( .
)llA tceleS( )emarf( )semarf( .
)sllaW( : ) ( )m/t( .
) /( . )( ) /( .
)C .F( )L .L( : )2m/t( :
LL riatS
) sbalS talF( ) - /( ) - /(.
daoL eviL
sllaW
) ( )( .
.
)L .D( ) + (
)m/t( . .
)L .L( )m/t( .
.
LD riatS
)85( fo )02( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
:
) (
) ( 2m/t 24.1 = )05.0 x 05.0( / )17.0 x 05.0(
)(
not 63.0 = 17.0 x 5.0 = FF F F F
)(
m 01.0 = ecnareloT stnioJ tidE stnioP tidE / tidE )stnioJ( .
noisurtxE wohS / edurtxE snoitpO yalpsiD teS weiV
.
09 yb etatoR sexA lacoL emarF ngissA
)daoL detartnecnoC( )stnioJ( :
)m/t( )ymmuD( )( .
)LD riatS( )LL riatS( : )m/t( .
.
.
)stnioJ( .
.
) ( .
) C.F L .L( ) ( ) (
: m/t 17.0 = )61.0 - 00.3( 52.0 = )llaw( W
= sw
)85( fo )12( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
.
)PAS( :
. ydoB ddA stniartsnoc tnioJ ngissA
2m/t 51.0 + )5.2 x 31.0( = C .F RO 2m/t 5.2 x 31.0 = TWO-
)33I ,22I( )33I ,22I(
)0002PAS( )9 noisrev( .
)PAS( :
)sixa 3 tuoba aitrenI fo tnemoM( .
)sixa 3 tuoba aitrenI fo tnemoM( )( .
) ( ) ( )aitrenI( . )mrofinU( )TWO(
)C .F( . :
)( : )( )( )b,a( )tniartsnoC( . )b,a( :
.
)85( fo )22( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
5 4 3 2 1
5 4 3 2 1
sesaeleR emarF ngissA tnemelE emarF tceleS
dexiF stniartseR tnioJ ngissA )troppuS( .
a
bc
)b( .
33M
dnE tratS
)esaeleR( .
.
)stroppuS( ).(
)stniartseR( )dexiF( .
)33I ,22I( )enarbmeM( )llehS( )ecroF lamroN( .
) ( .
: )emarF( . )33M( ) (
. )egniH etaidemretnI( )yaB gnitaolF( .
)85( fo )32( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
obmoC weN ddA snoitanibmoC daoL enifeD )L & D(
)LDriatS + sllaW + C .F + TWO( : D)LLriatS + L .L( : L
L + D = T
)L + D( 5.1 = T 5.1 = TLUL 6.1 + D 4.1 = TLU
sisylanA nuR / nuR ezylanA
sessertS / secroF wohS yalpsiD
)DDA( )rotcaF elacS( )daoL latoT( .
)etamitlU( )TLU( .
RO
)epahS demrofeD( .
)gnikroW( )etamitlU( .
)3-3 tnemoM( )2-2 raehS( .
)85( fo )42( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
.
)( : )raehS rof daoL( .
) ( .)( )PAS( :
snoitcaeR stnioJ yalpsiD
#
#
: dohteM GNIKROW )1(
)2mc/gk 55 ocf( ysf . sA 44.0 + ocf . cA = wNcA %1 sA gnimussa
cA 07 wN) mc ,gk : stinu (
: :
)llawraehS( )eroC( .
. daoL s'nmuloC fo ) %01 %5 ( nmuloC fo .tw nwO
.
)PAS( )(
.
) - - ( )noitanibmoC daoL latoT( .
)gnikroW( )etamitlU( .
.
)85( fo )52( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
: dohteM ETAMITLU )2(
ysf . sA 76.0 + ucf . cA 53.0 = uNcA %1 sA gnimussa
) mc ,gk : stinu ( #
#
# :
) ( .
. )balS talF( .
.
cA 501 uN )cA( . )t( )b(
.
) sroolF 8 ( : snoitces 'snmuloC fo noitamitsEskrameR ).hc( t ).qer( t b wN )pyt( wN .loC
08 26.97 03 2.761 0.91 107 68.26 03 0.231 0.51 2001 78.39 03 1.791 4.22 3.W .S 902 23.441 52 6.252 7.82 4EROC 6.263 2.14 5
ralucriC 06 06 06 06 4.561 8.81 03001 69.59 03 5.102 9.22 1306 14.75 03 6.021 7.31 23
).tw nwo gnidulcni( snot ) ( = = = = ) ( ]01.1[ x )sroolF fo .oN( x )pyt( N = ).tot( N) N 01% ( cA 07 ysf . sA 44.0 + ocf .cA = wNcA 501 ysf . sA 76.0 + ucf .cA 53.0 = uN
68.45
gniwarD ni nwohS sA
. . . . .
)85( fo )62( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
)tnemoM rof daoL(
)raehS rof daoL( ) %( .
)( .
)0002PAS(
.
: ) ( )tnemoM rof daoL(
.
)85( fo )72( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
.
.
#
)---( .
) ()(
)(
)(
) (
iX Y
iY
X
) iY . iN (
)Y,X( )smutaD( )iY,iX(
.
= GCXiN = GCY ) iX . iN (
) iN (
:
:
)NOIGER( . )YLOPB(
)NOIGER( .
)PORPSSAM( )noigeR( . . )
( )tnioP( .
" "
)0002PAS(
.
)mutaD( ) ( .
) ( . :
.
)L .D( )L .L( . .
)DACotuA( )YLOPB( .
:
) iN (
) dohteM murtcepS esnopseR ladoM deifilpmiS (
)85( fo )82( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
not va)L .L( . )aerA( L .T = roolF / L .D
) %( .not L .T x 58.0 roolF / L .D
PAS )obmoC LD( .
LDriatS + sllaW + C .F + TWO = roolF / L .D
)( )stnioJ( )eerF( )stniartseR( .)( )dexiF( .
)( )nuR( .)(
.
1M N
:
: )L .D( .2M
N/1M : )X( .N/2M : )Y( . : 1M 2M
:
.
: )C .F( )/(
)L .L( )/( .
.
N
: )DACotuA(
) ( .
:
dexiF
:
)PAS(
:
tnioJ
)85( fo )92( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
ces 57.0 H . tc = 1T )1T( )X( )Y( :
)ces 2 RO cT4( fo tsellams 1Ttc : . : )50.0 = tc(
H : .cT : )( .
)1 epyT( :ces 02.1 = DT ces 01.0 = BT= S ces 52.0 = CT
)-( )( . )00.1 = (
)00.5 = R( )-( )( .
)00.1 = ( )-----( )( . cT 2 1T fi 58.0 = )00.1 = ( cT 2 > 1T fi 00.1 =
)R( ) ( )( )A-xennA( .
)1T( )( )B-xennA( )--( .
)-( . ) C ( . ) (
. :
" " )-( )2 epyT(
)1 epyT( .
:
)1 epyT( .
)( )( )S ,DT ,CT ,BT( )-( )( .
5.1
)85( fo )03( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
: DT < 1T < CT
ga 2.0 )V( :
= V )V( )W( . =
:
)V( :
iF : )i( )X( )Y( : )yF = xF(iW : )i( .
iH : )i( .
yL %5 = ye xL %5 = xe YxL : )X( . ) yF(
yL : )Y( . ) xF( yF : X
)Z( )xF( ye . xF = xzM )Z( )yF( xe . yF = yzM
iF
)ga( )g( . )--( )-( .
)( )C-xennA( . g 51.0 = ga )III( enoZ oriaC )T( S )1T(
)---( . )DT ,CT ,BT ,1T( .
)--( )V( )etamitlU( )gnikroW( ).( )= . .(
g / W . . )1T( S . W . ) rotcaF (
ye
xe
ga . . )1T / CT( . )R / 5.2( . S = )1T( S
) - -
( .
.
)yticirtneccE( )Y ,X( )%(
.
=
) V = iF : KCEHC ( ) iH . iW ( iH . iW
V
xF
)85( fo )13( egaP )80423930010-2+( moc.oohay@ywasi3ladem7a
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. (SAP2000)
. () (Working)
Calc
ula
tion o
f SEIS
MIC
Forc
e
(acc
ordi
ng
to N
ew E
gypt
ian C
ode)
Ct
=
0.05
[Fr
om
Co
de - An
ne
x (B
)]H
=
19.00
m
T1 =
0.45
5se
c [C
urv
e ty
pe(1)
:]
T B =
0.10
sec
L x =
33.70
m (av
.)
T C =
0.25
sec
L y =
20.50
m (av
.)
T D =
1.20
sec
S =
1.50
R =
5.00
=
=
=
=
1.00
= = =
=1.
0077
0 t
19.00
m
=
=
=
=
0.85
5 th
.3.
0077
0 t
16.00
m
ag
=0.
15g
4 th
.3.
0077
0 t
13.00
m
3 rd
.3.
0077
0 t
10.00
m
T C 12 :
M (-) = q L / 12 , M (+) = q L / 24 , Neglect Torsion
Coeff. of Max. Moment (x 1/10000)
o
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Coefficients for Two-Way Solid Slabs according to (Marcus) :
= (-0.3350) r2 + (1.4514) r - 0.7179
= (3.0375) . (0.1298) r
(Excel)
For Design of Beams : [ 1 ] WORKING :
T & L - sections :
fc ( 2/3 ) ( fc )all. calculate z = kz M / B
if z ts if z >>>> ts b = B b = Br = r . B
2000 1800 1600 1400 1200 fs 0.112 0.115 0.122 0.130 0.140 ( kz ) av
r = 1 [( 1 b/B ) . ( 1 ts/z )2] ( r 1 ) and design as in R - section [ 2 ] ULTIMATE : (c1 & J) Chart
c / d = 5.6 / [ c12 + c1 c12 4.5 ]
get J = ( 1/2.3) [ 1 + 1 ( 4.5 / c12 ) ] = ( 1 / s ) [ 1 0.4 ( c/d ) ]
Note : c/d = 2.8 / ( c12 . J . s )
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from Eqn. : d = k1 (M/b)0.5 - - - - - get (k1)fc = c1 (k1) c2 , k2 = c3 (k1) c4
Equations for (Working Stress Design Method) / (k1-k2) Table
B - - - - ts
t
b
ts / t =
b / B =
Ix = . B t 3 WHERE :
= 3/12 + (1 - )3/12 + 0.25(1 - )/( + - )
IX = B ts3 / 12 + b ( t - ts )3 / 12 + Af Aw t 2 / 4 ( Af + Aw ) Af = B ts = Area of Flange
Aw = b ( t - ts ) = Area of Web
x - - - - - - - - - - - - - - - - x
Y = . t
= 0.5 ( 2 + - 2 ) / ( + - )
- - - - - - - -
Y
NOTE :
C e n t r o i d & I n e r t i a o f T s e c t i o n
c4
c3
c2
c1
fs = 2 0 0 0 kg/cm2fs = 1 8 0 0 kg/cm2fs = 1 6 0 0 kg/cm2
0.1005 0.0870 0.0745
1950.95441970.63221991.2833
0.0895 0.0737
1747.5058
-1.2497 -1.1771 -1.1033
= 0.4 = 0.4 = 0.4 = 0.4 = 0.2 = 0.2 = 0.2 = 0.2 = 0.0 = 0.0 = 0.0 = 0.0
1770.4871
0.1065
1794.2216
-1.1862 -1.1001-1.2701
= 0.4 = 0.4 = 0.4 = 0.4 = 0.2 = 0.2 = 0.2 = 0.2 = 0.0 = 0.0 = 0.0 = 0.0
0.0711
1542.24531569.0417
0.09140.1135
1597.2377
-1.2953 -1.1960 -1.0930
= 0.4 = 0.4 = 0.4 = 0.4 = 0.2 = 0.2 = 0.2 = 0.2 = 0.0 = 0.0 = 0.0 = 0.0
15.841414.857514.0442 17.311716.630916.026416.569415.763315.0745
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