PSC Design (Eurocode)_MIDAS
of 63
-
Upload
nabeel-ahmad -
Category
Documents
-
view
240 -
download
2
Transcript of PSC Design (Eurocode)_MIDAS
-
7/24/2019 PSC Design (Eurocode)_MIDAS
1/63
Element Number 16
Position Information J
1.Design Condition
1.1 Design Parameters
- Partial factors for ultimate limit states (EN 1992-1-1:200! 2..2."
Design #ituations
Persistent $ %ransient 1.&00 1.1&0 1.1&0
'cciental 1.200 1.000 1.000
) 0.*&0 (for t+e ,omressie strengt+"
) 1.000 (for t+e %ensile strengt+"
1.2 #ectional Information
*&00.000 mm /.*66*E12 &969.00
+ 000.000 mm 2.9&/E1 1099&.600
60.000 mm 2&0.000 mm 1&*.0029&0.000 mm 1/90.&90 mm */.100
' 620*/20.000 /*&&.00
1. aterial Information
- ,oncrete aterial Information
) 0.000 Pa ! ) &220.000 Pa
- 3einforcement aterial Information
) 00.000 Pa ! ) 200000.000 Pa
1. %enon Profile Information
%4e %enon Name#trengt+ (Pa"
1 '2 &00.000 &2/0.600 1900.000 1600.000 200000.000
2 ' /00.000 &2/0.600 1900.000 1600.000 200000.000
'1 00.000 &2/0.600 1900.000 1600.000 200000.000
' 900.000 &2/0.600 1900.000 1600.000 200000.000
2.Ultimate Moment Resistance
1
- Design 5oa
5oa ,ombination Name : 5#
Design #ituations : Persistent $ %ransient
5oa ,ombination %4e : 78-IN
) 0.000
(EN 1992-1-1:200! .1./"
) 0.*00
) 1.000
;cfor concrete ;
sfor reinforcing steel ;
sfor restressing steel
- factor ero.
6" 3eeat ste 1 t+roug+ & until t+e resultant force becomes >ero.
Num.
,oncrete 3einforcement 3einforcement %enon
1 1&00.000 *0*/.66/ *2.&&/ 20/6.1** 0.000 0./9&&&
2 /&0.000 6*090.66/ *2.&&/ 20/6.1** &0/.92 10.922& /&.000 &20.009 *2.&&/ 20/6.1** 19191.*26 2.6/6
1*/.&00 2*900.000 *2.&&/ 20/6.1** 2/*9&.1*0 1.091*6
& 9./&0 1&0.000 2//0.*/* 20/6.1** 292.0& 0.&*29
6 10.62& 216/&.000 *2.&&/ 20/6.1** 292.0& 0.*11**
/ 16.06 2&2*/.&00 *2.&&/ 20/6.1** 2*/*./6 0.9/&
* 1/&./*1 2/09./&0 *2.&&/ 20/6.1** 2*2**./1* 1.01*22
9 169.922 26190.62& *2.&&/ 20/6.1** 2*&0&.* 0.9*16
10 1/2.*&2 2662.1** *2.&&/ 20/6.1** 2*9&.1 0.999*
@ ) 1/2.*&2 mm
) ) 2662.1**
) ) *2.&&/
) ) 20/6.1**
) ) 2*9&.1
=+ere! @ is neutral a@is et+
Num
'2 /0.02* 0.00662 0.00&2 0.0101 191.0 &2/0.600 /.009
' /0&.9/09 0.0106/ 0.00& 0.0120 191.0 &2/0.600 /.009
'1 69*.6*// 0.002&/ 0.009 0.0060/ 121.60 &2/0.600 696.1&
' /1&.29&9 0.01/2 0.00&* 0.01*0 191.0 &2/0.600 /.009
) ) 21/0.621
) 0.000 OK
=+ere!
fc
-
7/24/2019 PSC Design (Eurocode)_MIDAS
3/63
1
- Design 5oa
5oa ,ombination Name : 5#1
Design #ituations : Persistent $ %ransient
5oa ,ombination %4e : -IN
) -&96&.2
(EN 1992-1-1:200! .1./"
) 0.*00
) 1.000
- Design strengt+ of concrete
) ) 22.66/ Pa
- Design strengt+ of 3einforcement
) ) /.*26 Pa
- ,alculate Neutral '@is
1" 'ssume neutral a@is et+.2" ,alculate t+e strain of steel an tenon.
" ,alculate t+e stress of steel an tenon.
" ,alculate t+e a@ial force in concrete! steel! an tenon.
&" ,+ec? if t+e resultant force of cross-section is >ero.
6" 3eeat ste 1 t+roug+ & until t+e resultant force becomes >ero.
Num.
,oncrete 3einforcement 3einforcement %enon
1 1&00.000 */&*.26/ 20/6.1** *2.&&/ 2/*.66 1.*29
2 /&0.000 /660.66/ 20/6.1** *2.&&/ 292.0& 1.19*6 /&.000 290/2.26/ 20/6.1** *2.&&/ 292.0& 0.99
&62.&00 **6.26/ 20/6.1** *2.&&/ 292.0& 1.11/*
& 6*./&0 2/9.16/ 20/6.1** *2.&&/ 292.0& 1.0&00
6 21.*/& 109&.692 20/6.1** *2.&&/ 292.0& 1.0006
@ ) 21.*/& mm
) ) 109&.692
) ) 20/6.1**
) ) *2.&&/
) ) 292.0&
=+ere! @ is neutral a@is et+
Num
'2 /0.02* 0.01/2 0.00&2 0.020/6 191.0 &2/0.600 /.009
' /0&.9/09 0.01&&* 0.00& 0.01911 191.0 &2/0.600 /.009
'1 69*.6*// 0.01*90 0.009 0.0229 191.0 &2/0.600 /.009
' /1&.29&9 0.0192 0.00&* 0.01/&0 191.0 &2/0.600 /.009
,+ec? oment 3esistance! 3!
E ?Nm
- factor ! an factor
( fc?&0 Pa"
( fc?
&0 Pa"
fc
) 266.000 mm
) 1&*.00
) ) 0.00126
=+ere! < is t+e angle bet=een s+ear reinforcement an t+e beam a@is erenicular to t+e s+ear force.
- ,alculate moment resistance! 3
3 7cac 7sas ( 7iai" ?Nm
E ?Nm
ac! a
s! a
is t+e istance from neutral a@is et+! @ to concrete! reinforcement! tenon
Maximm Shear !orce
,+ec? s+ear resistance of ,oncrete! 3!c
NE ?N
E ?N
E ?Nm
fc
-
7/24/2019 PSC Design (Eurocode)_MIDAS
5/63
H is t+e angle bet=een t+e concrete comression strut an t+e beam a@is erenicular to t+e s+ear
> is t+e inner leel arm.
(EN 1992-1-1:200! 6.2.("O(""
) ) 1&69./21 ?N
)
) 9&00. ?N ) 96.*06 ?N OK
=+ere! ) ) 0.&0
) ) 1.0*2
) ) 2.1/9 Pa
) 1&2&./0& ?N
) GGG
)
- ,+ec? ratio of s+ear reinforcement (EN 1992-1-1:200! 9.2.2(&"") ) 0.01 ) 0.001 OK
- ,+ec? #acing of stirrus
) ) 220&.000 mm
s ) 1&0.000 mm ) 220&.000 mm OK
=+ere! s is t+e sacing of t+e stirrus
1
- Design 5oa5oa ,ombination Name : 5#
Design #ituations : Persistent $ %ransient
5oa ,ombination %4e : 78-IN
) -1296/.11/
) &6*1.209
) -*&0.61*
- Design strengt+ of concrete
) ) 26.66/ Pa
- Design strengt+ of 3einforcement
) ) /.*26 Pa
) ) 1&0.9 ?N
)
) 9.6// ?N < ) &6*1.209 ?N
=+ere! I ) /.*66*E12
) *16.000 mm
# ) 21*2&0&.02&
's=
is t+e cross-sectional area of t+e s+ear reinforcement
=! min
is t+e minimum ratio of s+ear reinforcement
- Design alue for t+e s+ear resistance 3!s
3!ma@ 1fcA (cotH tanH"
3!s ('s=A s">f4=cotH 3!ma@
E
1
) 266.000 mm
) 1&*.00
) ) 0.00126=+ere! < is t+e angle bet=een s+ear reinforcement an t+e beam a@is erenicular to t+e s+ear force.
H is t+e angle bet=een t+e concrete comression strut an t+e beam a@is erenicular to t+e s+ear
> is t+e inner leel arm.
(EN 1992-1-1:200! 6.2.("O(""
) ) 1&6&./69 ?N
)
) 9&00. ?N ) &6*1.209 ?N OK=+ere! ) ) 0.&0
) ) 1.0/*
) ) 2.0*9 Pa
) 1296/.11/ ?N
) GGG
)
- ,+ec? ratio of s+ear reinforcement (EN 1992-1-1:200! 9.2.2(&""
) ) 0.01 ) 0.001 OK
- ,+ec? #acing of stirrus
) ) 220&.000 mm
s ) 1&0.000 mm ) 220&.000 mm OK
=+ere! s is t+e sacing of t+e stirrus
".#orsional Resistance
1 Design 5oa
fct
-
7/24/2019 PSC Design (Eurocode)_MIDAS
7/63
5oa ,ombination Name : 5#1
Design #ituations : Persistent $ %ransient
5oa ,ombination %4e : 7F-'8
) -1&2&./0&
) 96.*06
) 2101.02
) -92.&6&
- Design strengt+ of concrete
) ) 26.66/ Pa
- Design strengt+ of 3einforcement
) ) /.*26 Pa
2 ,+ec? %orsional 3esistance
- Design Parameters
) /*.1 mm
) GGG) 21&*/.0*1 mm
) 290.000 mm
< ) 90.000
H ) &.000
=+ere!
< is t+e inclination of t+e torsional s+ear reinforcement to t+e longituinal a@is of t+e beam.
H is t+e angle of comression struts
) ) 1/&6&2.66&
) 0.609 1.0 QR
=+ere! ) 1&69./21 ?N
) ) 0.&0
) ) 1.0*2
) ) 2.1/9 Pa
) 1&2&./0& ?N
) GGG
- ,+ec? longituinal reinforcement for torsion
) ) 0/./1
) /*&&.00 ) 0/./1 OK
=+ere!
- ,+ec? longituinal sacing of t+e torsion
) ) 269*.*& mm
) ) 220&.000 mm
) ) 220&.000 mm
NE ?N
E ?N
%E ?Nm
E ?Nm
fc
-
7/24/2019 PSC Design (Eurocode)_MIDAS
8/63
s ) 1&0.000 mm ) 220&.000 mm OK
1 Design 5oa
5oa ,ombination Name : 5#
Design #ituations : Persistent $ %ransient
5oa ,ombination %4e : -'8
) -1296/.11/
) &6*1.209
) 0.000
) -*&0.61*
- Design strengt+ of concrete
) ) 26.66/ Pa
- Design strengt+ of 3einforcement
) ) /.*26 Pa
2 ,+ec? %orsional 3esistance
- Design Parameters
) /*.1 mm
) GGG
) 21&*/.0*1 mm
) 290.000 mm
< ) 90.000
H ) &.000
=+ere!
< is t+e inclination of t+e torsional s+ear reinforcement to t+e longituinal a@is of t+e beam.
H is t+e angle of comression struts
) ) 1/&10.*0
) 0.6 1.0 QR
=+ere! ) 1&6&./69 ?N
) ) 0.&0
) ) 1.0/*
) ) 2.0*9 Pa
) 1296/.11/ ?N
) GGG
- ,+ec? longituinal reinforcement for torsion
) ) 0.000
) /*&&.00 ) 0.000 OK
=+ere!
#ma@
Minimm Shear !orce
NE ?N
E ?N
%E ?Nm
E ?Nm
fc
mm
'sc mm
2
c ,4 's= mm2
t
,>
'=t mm
2
mm2 'lt mm2
fc?
Ec
f4?
Es
5ocation(mm"
'rea(mm2"
E
(Pa"f?
f0.1?
Positive Moment,+ec? oment 3esistance!
3!
E ?Nm
- factor ! an factor
( fc?
&0 Pa"
( fc?
&0 Pa"
-
7/24/2019 PSC Design (Eurocode)_MIDAS
24/63
- Design strengt+ of concrete
) ) 22.66/ Pa
- Design strengt+ of 3einforcement
) ) /.*26 Pa
- ,alculate Neutral '@is
1" 'ssume neutral a@is et+.
2" ,alculate t+e strain of steel an tenon.
" ,alculate t+e stress of steel an tenon.
" ,alculate t+e a@ial force in concrete! steel! an tenon.
&" ,+ec? if t+e resultant force of cross-section is >ero.
6" 3eeat ste 1 t+roug+ & until t+e resultant force becomes >ero.
Num.
,oncrete 3einforcement 3einforcement %enon
1 1&00.000 *0*/.66/ *2.&&/ 20/6.1** 2*00.2/ 2.//91/
2 /&0.000 6*090.66/ *2.&&/ 20/6.1** 292.0& 2.2*969 /&.000 &20.009 *2.&&/ 20/6.1** 292.0& 1./9022
1*/.&00 2*900.000 *2.&&/ 20/6.1** 292.0& 1.0191
& 9./&0 1&0.000 2//0.*/* 20/6.1** 292.0& 0.&*29
6 10.62& 216/&.000 *2.&&/ 20/6.1** 292.0& 0.*11**
/ 16.06 2&2*/.&00 *2.&&/ 20/6.1** 292.0& 0.926*9
* 1/&./*1 2/09./&0 *2.&&/ 20/6.1** 292.0& 0.9*0
9 1*1.61 2/996.*/& *2.&&/ 20/6.1** 292.0& 1.0116
10 1/*./11 2/&&.1 *2.&&/ 20/6.1** 292.0& 0.99*/*
11 1*0.1/6 2///1.09 *2.&&/ 20/6.1** 292.0& 1.00&9/
12 1/9. 2/6&*.20 *2.&&/ 20/6.1** 292.0& 1.002/1 1/9.0// 2/601./&* *2.&&/ 20/6.1** 292.0& 1.000&*
@ ) 1/9.0// mm
) ) 2/601./&*
) ) *2.&&/
) ) 20/6.1**
) ) 292.0&
=+ere! @ is neutral a@is et+
Num
Y 91.&1& 0.0&220 0.0066 0.0&6*6 191.0 &2/0.600 /.009
Y 916./&*9/ 0.0*29 0.00&* 0.0&2** 191.0 &2/0.600 /.009
Y2 *9/.12/* 0.0* 0.009 0.0**/ 191.0 &2/0.600 /.009
Y1 91&./9/ 0.00* 0.00&* 0.0&0& 191.0 &2/0.600 /.009
) ) /*/1/.90
) 61/9.20* OK
fc
-
7/24/2019 PSC Design (Eurocode)_MIDAS
25/63
=+ere!
1
- Design 5oa
5oa ,ombination Name : 5#1
Design #ituations : Persistent $ %ransient
5oa ,ombination %4e : -IN
) 0.000
(EN 1992-1-1:200! .1./"
) 0.*00
) 1.000
- Design strengt+ of concrete
) ) 22.66/ Pa
- Design strengt+ of 3einforcement
) ) /.*26 Pa
- ,alculate Neutral '@is
1" 'ssume neutral a@is et+.
2" ,alculate t+e strain of steel an tenon.
" ,alculate t+e stress of steel an tenon.
" ,alculate t+e a@ial force in concrete! steel! an tenon.
&" ,+ec? if t+e resultant force of cross-section is >ero.
6" 3eeat ste 1 t+roug+ & until t+e resultant force becomes >ero.
Num.,oncrete 3einforcement 3einforcement %enon
1 1&00.000 */&*.26/ 20/6.1** *2.&&/ 0.000 1.291&9
2 /&0.000 /660.66/ 20/6.1** *2.&&/ *2.62/ .&929
/&.000 290/2.26/ 20/6.1** *2.&&/ 1/*./2 1./6*99
1*/.&00 1&02.000 20/6.1** *2.&&/ 21999.026 0.6/6*
& 2*1.2&0 21/9.&00 20/6.1** *2.&&/ 2099.9* 1.02&/
6 2./& 192*./& 20/6.1** *2.&&/ 211*.2*/ 0.*9&/
/ 2&/.*1 2120. 20/6.1** *2.&&/ 20*1/.9 0.9&*1
* 269.&1 2220.&2 20/6.1** *2.&&/ 20&99.61 0.991
9 2/&.91 22691.912 20/6.1** *2.&&/ 209/.6/& 1.01*
10 2/2.61 22*.19 20/6.1** *2.&&/ 20&*.09/ 1.0062
11 2/0.996 2226.&2 20/6.1** *2.&&/ 20&/./16 1.0001/
@ ) 2/0.996 mm
) ) 2226.&2
) ) 20/6.1**
) ) *2.&&/
) ) 20&/./16
=+ere! @ is neutral a@is et+
ac! a
s! a
is t+e istance from neutral a@is et+! @ to concrete! reinforcement! tenon
Negative Moment
,+ec? oment 3esistance! 3!
E ?Nm
- factor ! an factor
( fc?
&0 Pa"
( fc?
&0 Pa"
fc
-
7/24/2019 PSC Design (Eurocode)_MIDAS
26/63
Num
Y 916./&*9/ 0.00102 0.00&* 0.00&60 1120.*/* &2/0.600 &90/.699
Y2 *9/.12/* 0.0060 0.009 0.00*09 191.0 &2/0.600 /.009
Y1 91&./9/ 0.00619 0.00&* 0.010/6 191.0 &2/0.600 /.009
) ) 201./21
) 0.000 OK
=+ere!
3.Shear Resistance
1
- Design 5oa
5oa ,ombination Name : 5#1
Design #ituations : Persistent $ %ransient
5oa ,ombination %4e : 7F-'8) -1/0.2/*
) 160.26
) &091.9&
- Design strengt+ of concrete
) ) 26.66/ Pa
- Design strengt+ of 3einforcement
) ) /.*26 Pa
) ) 1/66.162 ?N
)
) &*6.0*9 ?N ) 160.26 ?N
=+ere! I ) /.*66*E12
) *16.000 mm
# ) 21*2&0&.02&
) ) 1.6/ Pa
)
)
) 1.0
) ) 2.*0 Pa
) 1/0.2/* ?N
) GGG
) ) 0.1
? ) ) 1.260
) 29&0.000 mm
) 0.1&0
2
#tressEff
(Pa"
i
(0"i
i
fi
(Pa"
'i
(mm2"
7i
(?N"
- ,alculate moment resistance! 3
3 7cac 7sas ( 7iai" ?Nm
E ?Nm
ac! a
s! a
is t+e istance from neutral a@is et+! @ to concrete! reinforcement! tenon
Maximm Shear !orce
,+ec? s+ear resistance of ,oncrete! 3!c
NE ?N
E ?N
E ?Nm
fc
-
7/24/2019 PSC Design (Eurocode)_MIDAS
27/63
- Design Parameters (EN 1992-1-1:200! 6.2."
< ) 90.000
H ) &.000
> ) 26&&.000 mm
) 1&*.00
) ) 0.00126
=+ere! < is t+e angle bet=een s+ear reinforcement an t+e beam a@is erenicular to t+e s+ear force.
H is t+e angle bet=een t+e concrete comression strut an t+e beam a@is erenicular to t+e s+ear
> is t+e inner leel arm.
(EN 1992-1-1:200! 6.2.("O(""
- ,+ec? ratio of s+ear reinforcement (EN 1992-1-1:200! 9.2.2(&""
) ) 0.01 ) 0.001 OK
- ,+ec? #acing of stirrus) ) 2212.&00 mm
s ) 1&0.000 mm ) 2212.&00 mm OK
=+ere! s is t+e sacing of t+e stirrus
1
- Design 5oa
5oa ,ombination Name : 5#2
Design #ituations : Persistent $ %ransient
5oa ,ombination %4e : 7F-IN) -1/1/.01
) -1*1.**9
) &0*&.&*9
- Design strengt+ of concrete
) ) 26.66/ Pa
- Design strengt+ of 3einforcement
) ) /.*26 Pa
) ) 1/&2.//0 ?N
)
) &6.&&0 ?N ) -1*1.**9 ?N
=+ere! I ) /.*66*E12
) *16.000 mm
# ) 21*2&0&.02&
) ) 1.6/ Pa
)
)
( 1 cotH 2.&! 21.*H &"
's= mm
2
=! min 0.0* fc?A f4?
's=
is t+e cross-sectional area of t+e s+ear reinforcement
=! min
is t+e minimum ratio of s+ear reinforcement
- Design alue for t+e s+ear resistance 3!s
#?i c+ec?ing s+ear resistance! 3!s
b4 s+ear reinforcement steel
= 's=A ( sb=sin< " =! min
#l!ma@ 0./&(1 cot
-
7/24/2019 PSC Design (Eurocode)_MIDAS
28/63
) 1.0
) ) 2./66 Pa
) 1/1/.01 ?N
) GGG
) ) 0.1
? ) ) 1.260
) 29&0.000 mm
) 0.1&0
2
- Design Parameters (EN 1992-1-1:200! 6.2."
< ) 90.000
H ) &.000
> ) 26&&.000 mm
) 1&*.00
) ) 0.00126
=+ere! < is t+e angle bet=een s+ear reinforcement an t+e beam a@is erenicular to t+e s+ear force.
H is t+e angle bet=een t+e concrete comression strut an t+e beam a@is erenicular to t+e s+ear
> is t+e inner leel arm.
(EN 1992-1-1:200! 6.2.("O(""
- ,+ec? ratio of s+ear reinforcement (EN 1992-1-1:200! 9.2.2(&""
) ) 0.01 ) 0.001 OK
- ,+ec? #acing of stirrus) ) 2212.&00 mm
s ) 1&0.000 mm ) 2212.&00 mm OK
=+ere! s is t+e sacing of t+e stirrus
".#orsional Resistance
1 Design 5oa
5oa ,ombination Name : 5#1
Design #ituations : Persistent $ %ransient
5oa ,ombination %4e : 7F-'8
) -1/0.2/*
) 160.26
) 1**.16&
) &091.9&
- Design strengt+ of concrete
) ) 26.66/ Pa
- Design strengt+ of 3einforcement
) ) /.*26 Pa
