NCCI- Design of Portal Frame Eaves Connections

8/13/2019 NCCI- Design of Portal Frame Eaves Connections

1/23


2/23


3/23

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/']K)/'3'+0( )+ Y1D2' A=A ,- ;! 9OOA:9:M= ^0F'/ 5,K+0/)'( 0/'10 0F'3 1( 0E, ('.1/10' D,20

*/,K.(V 1+> +, 1>>)0),+12 D,20( 1/' +'5'((1/X=

J55,/>)+* 0, ;! 9OOA:9:M SC=?=H=?V ,+5' 0F' D1()5 5,3.,+'+0( F14' D''+ )>'+0)-)'>V 0F'

>'()*+ 3,3'+0 /'()(01+5' ,- 0F' '14'( D,20'> '+>:.210' W,)+0( 31X D' >'0'/3)+'> -/,3$

L>0/V/L>WV $%"&!"

EF'/'$

L>0/V$ )( 0F' '--'50)4' >'()*+ 0'+(),+ /'()(01+5' ,- D,20:/,E &V

/% )( 0F' >)(01+5' -/,3 D,20:/,E & 0, 0F' 5'+0/' ,- 5,3./'((),+_ 0F)( 51+ D' 01R'+ 1( 0F'

3)>>2' ,- 0F' 5,3./'((),+ -21+*' ,- 0F' F1K+5F=

& )( 0F' D,20:/,E +K3D'/=

YF' W,)+0 3K(0 (10)(-X$

7V9L>WV

;>WV #"

"

YF' ./,5'>K/' 0, >'0'/3)+' 0F' W,)+0 /'()(01+5' )( ./'('+0'> )+ Y1D2' 9=9=

Table 1.1 Procedure to determine Ftr,Rdand the joint resistance

Step

#D 247H874>; =E>;Q47 >;4 KENQ< >:; >;


4/23

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6!7891:;!:; 0F' (K.'/.,()0),+ ,- 0F' '--'50)4'

2'+*0F( ,- 0F' >)--'/'+0 D,20 /,E(= YF)( )( (F,E+ )+ ('50),+ 8=9 )+ 0F)( >,5K3'+0=

! Q1('> ,+ SC=?=?T?U ,- ;! 9OOA:9:M 0F' 0'+(),+ G,+' 1+> 0F' (F'1/ G,+' 1/' 0/'10'>('.1/10'2X= #0 )( 1((K3'> 0F10 D,20( )+ 0F' 0'+(),+ G,+' (K..,/0 ,+2X 0'+(),+ 1+> +, (F'1/=6)3)21/2X 0F' D,20( )+ 0F' (F'1/ G,+' ,+2X (K..,/0 (F'1/ 1+> +, 0'+(),+=

! S8 ,- ;! 9OOA:9:M*)4'( /K2'( -,/ E'2> >'()*+= B'2> >'()*+ )( K(K122X 51//)'> ,K0 1-0'/0F' 5125K210),+ ,- 0F' >'()*+ /'()(01+5' ,- 0F' 5,++'50),+= Z,E'4'/V 0F)( !""# *)4'(

()3.2' /K2'( -,/ 0F' )+)0)12 ()G)+* ,- 0F' E'2>(= #0 (.'5)-)'( -K22 (0/'+*0F E'2>(V EF)5F 2'1>(

0, 1 ()3.2' 5125K210),+ ./,5'>K/'= NK/0F'/ 3'0F,>( -,/ E'2> >'()*+ 1/' *)4'+ )+ J++'[ J

,- 0F)( !""#=

2. Parameters

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Figure 2.1 Portal frame eave: Parameter definition

( '--'50)4' 0F/,10 0F)5R+'(( ,- 0F' E'2>_

)-D 5/,(( ('50),+ ,- 0F' /1-0'/ -21+*'

*. E)>0F ,- 0F' '+> .210'

+9 >)(01+5' -/,3 0F' 0,. ,- 0F' 0'+(),+ -21+*' ,- 0F' /1-0'/ 0, 0F' '>*' ,- 0F' '+> .210'

+? .)05F D'0E''+ 0F' D,20 /,E )+ 0F' '[0'+>'> G,+' ,- 0F' '+> .210' 1+> 0F' -)/(0 D,20 /,E

D'2,E 0F' 0'+(),+ -21+*' ,- 0F' /1-0'/

+A >)(01+5' -/,3 0F' 21(0 (F'1/ D,20 /,E 0, 0F' D,00,3 ,- 0F' 5,3./'((),+ -21+*' ,- 0F'

F1K+5F

,9 4'/0)512 >)(01+5' -/,3 0F' '>*' ,- 0F' 5,2K3+ -21+*' 0, 0F' -)/(0 D,20 /,E

,5 F,/)G,+012 >)(01+5' -/,3 0F' '>*' ,- 0F' 5,2K3+ -21+*' 0, 0F' D,20 2)+'

,. F,/)G,+012 >)(01+5' -/,3 0F' '>*' ,- 0F' '+> .210' 0, 0F' D,20 2)+'

@1*' 8

NCCI: Design of portal frame eaves connections

CreatedonWednesday,

September17,

2008

Thismaterialiscopyright-allrightsreserved.

Useofthisdocumentissu

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0F' '+> .210'

,[ 4'/0)512 >)(01+5' -/,3 0F' '>*' ,- 0F' '+> .210' 0, 0F' -)/(0 D,20 /,E

-KD K20)310' (0/'+*0F ,- 0F' D,20

-KVD K20)310' (0/'+*0F ,- 0F' /1-0'/

-KV5 K20)310' (0/'+*0F ,- 0F' 5,2K3+

-KVF K20)310' (0/'+*0F ,- 0F' F1K+5F

-KV. K20)310' (0/'+*0F ,- 0F' '+> .210'

-XVD X)'2> (0/'+*0F ,- 0F' /1-0'/

-XV5 X)'2> (0/'+*0F ,- 0F' 5,2K3+

-XVF X)'2> (0/'+*0F ,- 0F' F1K+5F

-XV. X)'2> (0/'+*0F ,- 0F' '+> .210'

%5 >'.0F ,- 0F' 5,2K3+

%. >'.0F ,- 0F' '+> .210'

. >)(01+5' -/,3 0F' 5'+0/' ,- 1 D,20 0, ?7` >)(01+5' )+0, 0F' 1>W15'+0 F1K+5F'> /1-0'/

E'2> 0, 0F' '+>:.210' ,/ >)(01+5' -/,3 0F' 5'+0/' ,- 1 D,20 0, ?7` >)(01+5' )+0, 0F'

5,2K3+ E'D /,,0 T1( )+>)510'> )+ N)*K/' C=? ,- ;!9OOA:9:MU=

/( +K3D'/ ,- D,20( )+ (F'1/

/0 +K3D'/ ,- F,/)G,+012 D,20 /,E( )+ 0'+(),+

0 .)05F D'0E''+ D,20 /,E( )+ 0F' 0'+(),+ G,+'

0? .)05F D'0E''+ 0F' 21(0 0'+(),+ D,20 1+> 0F' -)/(0 (F'1/ D,20

0A .)05F D'0E''+ D,20 /,E( )+ 0F' (F'1/ G,+'

& )( 0F' D,20 /,E +K3D'/V 0F' D,20:/,E( 1/' +K3D'/'> (01/0)+* -/,3 0F' D,20:/,E

-K/0F'(0 -/,3 0F' 5'+0/' ,- 5,3./'((),+_

1 *1K*' T)='= >)(01+5' D'0E''+ 5/,(( 5'+0/'(U

2-D 0F)5R+'(( ,- 0F' /1-0'/ -21+*'

2-5 0F)5R+'(( ,- 0F' 5,2K3+ -21+*'2. 0F)5R+'(( ,- 0F' '+> .210'

2ED 0F)5R+'(( ,- 0F' /1-0'/ E'D

2E5 0F)5R+'(( ,- 0F' 5,2K3+ E'D

@1*' I


CreatedonWednesday,

September17,

2008





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6!7891:;!:; )( (K--)5)'+0 1+> 0F'

-,22,E)+* 0F/,10 0F)5R+'(('( 1/' /'5,33'+>'>$

! I 33 -)22'0 E'2>( ,/

! 8 33 -)22'0 E'2>(V -,/ D'13( E)0F -21+*' 0F)5R+'(( ,- 9? 33 ,/ 2'((

#+ ,0F'/ 51('(V 0F' E'2> 3K(0 D' >'()*+'> 0, 51//X 0F' -K22 5,3./'(()4' -,/5' '[.'50'> )+ 0F'

F1K+5F -21+*'=

4. Potential resistances of bolt rows in the tensionzone

NOTE:;! 9OOA:9:M K('( 0F' (X3D,2$0VL>0, /'-'/ 0, D,0F 0F' 0'+(),+ /'()(01+5' ,- 1+

)+>)4)>K12 D,20 /,E 1+> 0F' 0'+(),+ /'()(01+5' ,- ,+' D,20= In this document Ft,Rd(row)has

been used to refer to the tension resistance of the row.

N,/ '15F D,20 /,EV 0F' .,0'+0)12 >'()*+ 0'+(),+ /'()(01+5' )( *)4'+ )+ ;! 9OOA:9:M SC=?=H=?TCU$

L>EDV0VL>'.V0VL>E5V0VL>-5V0VL>T/,EU0V ___3)+ $$$$$ "

Table 4.1 Components of the joint to determine the potential design resistance of a bolt row

Component Section number

2E78F< J74; Q< ?;;K N;? Q< >;EDV0V$ )D)

YF' .,0'+0)12 >'()*+ 0'+(),+ /'()(01+5'$0VL>T/,EU-,/ '15F D,20:/,E (F,K2> D' >'0'/3)+'> )+

(']K'+5'V (01/0)+* -/,3 0F' -K/0F'(0 D,20 /,E -/,3 0F' 5'+0/' ,- 5,3./'((),+ TD,20 /,E 9U 1+>

0F'+ ./,*/'(()+* 0, 0F' +'[0 ,+' TD,20:/,E ?U K+0)2 0F' 21(0 ,+'V 0F' 52,('(0 ,+' 0, 0F' 5'+0/' ,-

5,3./'((),+V )( 5125K210'> T('' N)*K/' 8=9U= J((K3' 0F' 5'+0/' ,- 5,3./'((),+ )( )+ 2)+' E)0F

0F' 5'+0/' ,- 0F' 5,3./'((),+ -21+*' ,- 0F' F1K+5F=

@1*' H


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September17,

2008



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8/23


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L>0VL>0V ?$$ "$ )='= 0E, D,20( .'/ /,E

$" a7X?-5'--V9L>.2V9V d?IV7 ,-2" !

$" a7X?-5'--V?L>.2V?V d?IV7 ,-2" !

3)+,/ " DK0 ./ ?IV9# V ('' N)*K/' C=? )+ ;! 9OOA:9:M

$ '--3 51+ D' >'0'/3)+'> 155,/>)+* 0, N)*K/' C=?V N)*K/' C=O1+> Y1D2' C=8T-,/ K+(0)--'+'>5,2K3+(U ,/ Y1D2' C=IT-,/ (0)--'+'> 5,2K3+(U ,- ;! 9OOA:9:M=

J20'/+10)4'2X 1 ()3.2' 5,+('/410)4' 1../,15F 1( *)4'+ D'2,E 51+ D' K('>=

N,/ 1+ )+>)4)>K12 D,20 /,E 0F' -,22,E)+* ()3.2)-)510),+ 51+ D' 31>'$

'--'--V?'--V9 433 ""$$ 1( (F,E+ )+ -)*K/' 8=? D'2,E

$ '--V93 )( 0F' 412K' ,- -,/ 3,>' 9$'--3

$ '--V?3 )( 0F' 412K' ,- -,/ 3,>' ?$'--3

YF)( 3'0F,> )( D1('> ,+ 0F' 1((K3.0),+ 0F10 0F' '--'50)4' 2'+*0F )( 12E1X( 2)3)0'> 0, 1

31[)3K3 >)(01+5' ,- 0F' .)05F D'0E''+ D,20 5'+0/'(= N)*K/' 8=? 1+> 01D2' 8=A )22K(0/10' 0F)(

1../,15F=

@1*' O


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2008



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10/23


11/23

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;! 9OOA:9:M SC=?=C=A 1($

a7

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0

,

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?45E5E55V'--V UdTAV99

9

)2*1"5 )( 0F' /'>K50),+ -150,/ 0, 122,E -,/ 0F' )+0'/150),+ E)0F

(F'1/ )+ 0F' 5,2K3+ E'D .1+'2=

)45 )( 0F' (F'1/ 1/'1 ,- 0F' 5,2K3+V ('' ;! 9OOA:9:9 SC=?=CTAU= N,/ /,22'> # 1+> Z

('50),+( )0 51+ D' 5,+('/410)4'2X 01R'+ 1( =EE 2%

'--E50V'--V 3* " V ('' ('50),+ 8=9

4.3 End-plate in bending

YF' >'()*+ /'()(01+5' 1+> -1)2K/' 3,>' ,- 1+ '+>:.210' )+ D'+>)+*V 0,*'0F'/ E)0F 0F'

1((,5)10'> D,20( )+ 0'+(),+V 51+ D' >'0'/3)+'> -,22,E)+* 0F' 3'0F,>,2,*X *)4'+ )+ ('50),+ 8=9

,- 0F)( >,5K3'+0 -,/ 5,2K3+ -21+*' )+ D'+>)+* 1+> K()+* Y1D2' C=C)+(0'1> ,- Y1D2' C=8

,- ;! 9OOA:9:M=

U__3)+T L>YVAVL>YV?VL>YV9VL>'.V0V $$$$ "

@1*' 99


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2008



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12/23


13/23

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155,/>1+5' E)0F SO=9TAU ,- ;! 9OOA:9:I=

5.1.3 Column web without a compression stiffener

YF' >'()*+ /'()(01+5' ,- 1+ K+(0)--'+'> 5,2K3+ E'D (KDW'50 0, 0/1+(4'/(' 5,3./'((),+ )(

*)4'+ )+ ;! 9OOA:9:MV SC=?=C=?$

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EF'/'$

! )( 1 /'>K50),+ -150,/V ('' ('50),+ 8=?

.-5.-DE55V'--V UTI?? 662(2* 1111" _ )( 0F' '--'50)4' E)>0F ,- 5,2K3+ E'D )+

5,3./'((),+ -,/ D,20'> '+>:.210' 5,++'50),+(=

(. )( 0F' E'2> 0F/,10=

6. )( 0F' 2'+*0F ,D01)+'> DX >)(.'/(),+ 10 8Ie 0F/,K*F 0F' '+>:.210' T10 2'1(0 1+>V

./,4)>'> 0F10 0F' 2'+*0F ,- '+>:.210' D'2,E 0F' -21+*' )( (K--)5)'+0V K. 0, U=

.2

.?2

" )( 0F' /'>K50),+ -150,/ -,/ .210' DK5R2)+*$

)- H?V7. #7 0F'+ 7V9"6

)- H?V7. 87 0F'+?

.

. U?V7T

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76

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27

-+*"7 )0 0F' .210' (2'+>'/+'((=

-,/ 1 /,22'> # ,/ Z ('50),+ 5,2K3+$ UT? 5-55E5 &2%+ 13"

-,/ 1 E'2>'> # ,/ Z ('50),+ 5,2K3+$ U?T? 5-55E5 (2%+ 13"

E55 )( 1 /'>K50),+ -150,/ 155,K+0)+* 0F' 31[)3K3 2,+*)0K>)+12 5,3./'(()4' (0/'((

;>5,3V9 >K' 0, 1[)12 -,/5' 1+> D'+>)+* 3,3'+0 )+ 0F' 5,2K3+ E'D T1>W15'+0 0, 0F'

/,,0 /1>)K( -,/ 1 /,22'> ('50),+ ,/ 0F' 0,' ,- 0F' E'2> -,/ 1 E'2>'> ('50),+U

EF'+ E5XV;>5,3V HV7 -#9 0F'+ 7V9E5 "5

EF'+ E5XV;>5,3V HV7 -89 0F'+ E5XV;>5,3VE5 HV9 -5 93"

@1*' 9A


CreatedonWednesday,

September17,

2008





14/23

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6!7891:;!:;5VL>V-FV5V

2%

"$

3"

% )( 0F' >'.0F ,- 0F' D'13 )+52K>)+* /1-0'/ 1+> F1K+5F

"5VL> )( 0F' >'()*+ 3,3'+0 /'()(01+5' ,- 0F' D'13 T/1-0'/ f F1K+5FU 5/,((:('50),+V /'>K5'>)- +'5'((1/X 0, 122,E -,/ (F'1/V ('' ;! 9OOA:9:9 SC=?=I="5VL>31X D' 5125K210'>+'*2'50)+* 0F' )+0'/3'>)10' -21+*'=

2-F )( 0F' -21+*' 0F)5R+'(( ,- 0F' 5,++'50'> F1K+5F=

#- 0F' F')*F0 ,- 0F' D'13 T/1-0'/ f F1K+5FU '[5''>( C77 33 0F' 5,+0/)DK0),+ ,- 0F' /1-0'/ E'D

0, 0F' >'()*+ 5,3./'((),+ /'()(01+5' (F,K2> D' 2)3)0'> 0, ?7`= YF)( 3'1+( 0F10 )- 0F'

/'()(01+5' ,- 0F' -21+*' )( 0F'+$-DXV-D-D -*2

MV7

-DXV-D-DL>-FV5V

-*2$ #

6. Column web panel in shear

@/,4)>'> 0F' 5,2K3+ E'D (2'+>'/+'(( (10)(-)'( 0F' -,22,E)+* 5,+>)0),+$ :COE

#2

+V 0F'

/'()(01+5' ,- 0F' 5,2K3+ E'D .1+'2 )+ (F'1/ -,/ 1+ K+(0)--'+'> 5,2K3+V 155,/>)+* 0, SC=?=C=9

,- ;! 9OOA:9:MV )($

a7

45E5XV

L>E.V A

OV7

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# "

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)45 )( 0F' (F'1/ 1/'1 ,- 0F' 5,2K3+V ('' ;! 9OOA:9:9 SC=?=CTAU 1+> ('50),+ 8=? )+ 0F)(

>,5K3'+0=

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2008



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15/23

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/')+-,/5'3'+0 ,- 0F' F1K+5FV 51+ D' >'0'/3)+'> -,22,E)+* 0F' 3'0F,>,2,*X *)4'+ )+ ('50),+I=9 -,/ 5,2K3+ E'D )+ 0/1+(4'/(' 5,3./'((),+$

Figure 7.1 Failure of the rafter web in compression

%%&

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EDXVEDED5V'--VE5

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#- 0F)( /'()(01+5' )( +,0 '+,K*F 0, (K..,/0 0F' 150)+* 5,3./'((),+ -,/5' )+ 0F' /1-0'/ E'DV 1

5,3./'((),+ (0)--'+'/ (F,K2> D' ./,4)>'>=

8. Force distribution in bolt rows

YF' .,0'+0)12 /'()(01+5' )+ '15F D,20 /,E$0VL>T('' ('50),+ 8U )( 5125K210'> ,+' /,E 10 1 0)3'V

(01/0)+* 10 0F' 0,. 1+> E,/R)+* >,E+= YF' -,/5' .'/3)00'> )+ 1+X D,20 /,E )( D1('> ,+ )0(.,0'+0)12 /'()(01+5'V 1+> +,0 ,+ )0( 2'4'/ 1/3= Q,20( /,E( +'1/ 1 .,)+0 ,- (0)--+'((V (K5F 1( 0F'

D'13 -21+*' ,/ 1 (0)--'+'/V E)22 D' 0F'/'-,/' 100/150 3,/' 2,1> 1+> F14' F)*F'/ .,0'+0)12

/'()(01+5'=

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@1*' 9I


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September17,

2008



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16/23

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@1*' 9M


CreatedonWednesday,

September17,

2008





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September17,

2008



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September17,

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CreatedonWednesday,

September17,

2008





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Documents

NCCI- Design of Portal Frame Eaves Connections