"ENDPLMC9" --- END PLATE MOMENT CONNECTIONS Program Description: "ENDPLMC9" is a spreadsheet program written in MS-Excel for the purpose of analsis and design of end plate moment connections per the !SC !SC 9th Edition #!SD$ Manual% Specificall the program can anal&e anal&e 'oth single (-tension 'olt and )-tension 'olt configurations* as well as the conditions of ha+ing moment connections on each side of the column attached to the column flanges% ,his program is a wor'oo consisting of fi+e #.$ worsheets* descri'ed as follows/
Workseet Name
Description
Doc
,his documentation sheet
(-,ension 0olt MC #1$ (-,ension 0olt MC2s )-,ension 0olt MC #1$ )-,ension 0olt MC2s
Single (-tension 'olt end plate moment connection Dou'le (-tension 'olt end plate moment connections Single )-tension 'olt end plate moment connection Dou'le )-tension 'olt end plate moment connections
Program Ass!mptions Ass!mptions an Limitations: 3% ,his program uses the data'ase of mem'er dimensions dimensions and section properties properties from the "!SC Shapes Data'ase"* 4ersion 5%6 #1663$ as well as the !SC 9th Edition #!SD$ Manual #39)9$% 1% ,his program is 'ased on the non-seismic specific design design procedures found in the following following two references/ a% "Moment Connections - End Plate #Static Loading 7nl$" on pages (-338 (-338 through (-31. #Static Loading 7nl$" on pages (-338 (-338 through (-31.* !SC 9th Edition #!SD$ Manual #39)9$% '% "Extended End-Plate Moment Connections" - !SC Steel Design uide Series :(* ' ,homas M% Murra* PhD* P%E%* ;irst Edition #!SC 3996$% 5% ,his program also refers to "Extended "Extended End-Plate Moment Connections" Connections" - !SC Steel Design Design uide Series :(* ;irst Edition #3996$* ' ,homas M% Murra* PhD* P%E% (% ,his program contains numerous
uations used* data ta'les* etc% #Note/ presence of a
"ENDPLMC9%xls" Program 4ersion 3%3
END PLATE MOMENT CONNECTION
Ao' Name/ Ao' Num'er/
#sing #nsti$$ene En P%ate &ie% 'o%te to Co%!mn &%ange an (-Tension 'o%t Ana%)sis Meto Per AISC 9t Eition *ASD+ Su'Bect/ 7riginator/ Checer/
Inp!t Data: 'eam an Co%!mn Data: 0eam Si&e Column Si&e 0eam ield Stress* ;' Column ield Stress* ;c Connection Loaings: 0eam End Moment* M Moment ncludes ind or SeismicF 0eam End Geaction #Shear$* G 0eam !xial ;orce* P
38x58 3(x96 58 58
316%66 No 56%66 6%66
C%L% Column End Plate #"tp" x "0p" x "Lp"$ si si
ft-
ED D3
Stiffener #'oth sides$
#0eam$ ips
P
5"
ips
#Min%$
Connection Data an Parameters: End Plate Length* Lp 13%@.6 End Plate idth* 0p )%666 End Plate ,hicness* tp 6%@.66 End Plate ield Stress* ;p 58 !S,M 0olt Desig% #!51. or !(96$ !51. 0olt ,pe #N* H* or SC$ N 0olt Iole ,pe #in End Plate$ Standard Diameter of 0olts* d' 6%)@. ,otal Num'er of 0olts* N' ) ,ension 0olts 4ertical Spacing* S 5%1.6 Dist% to 7uter ,ension 0olts* D3 3%5@. 0olt age in Column* g .%.66 Edge Distance for End Plate* ED 3%.66 Col% e' Dou'ler Plate ,h%* td 6%5@. Dou'ler Plate ield Stress* ;d 58 Stiffener Plate ,hicness* ts 6%.666 Stiffener Plate ield Stress* ;s 58 ;ull-Depth or Ialf-Depth StiffenersF ;ull-Depth
S
G
in% in% in%
!5 !(
M
D3 ED
Stiffener #'oth sides$
S
S Stan 7+er
si "N'" - "d'" 0olts on "g" age
Nomenc%at!re in%
in% in% in% in% in% si in% si
Mem,er Properties: 0eam/ d 3.%966 tw 6%19. 'f 8%996 tf 6%(56 6%)516 Column/ d 3(%666 tw 6%((6 'f 3(%.66 tf 6%@36 3%5366 3 3%(5@.
in% in% in% in% in% in% in% in% in% in% in%
N ;ullIalfGp f+ ;+
5 of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3 #continued$
( of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3 tw#re>2d$ es!%ts: td#min$ 'o%t Design: Iori&ontal ;orce at 0eam ;lange/ ;f 95%6) ips 0olt ,ension and Shear/ !' 6%8635 4 3.%66 f+ 8%1( ft 5)%@6 ;+ 13%66 4' 31%86 ;t (1%61 0 1.%56 ,#cap$ 363%16 4#cap$ @(%((
in%1 ips si si si ips?'olt si ips?'olt ips ips
En P%ate Design: ,op ;lange to End Plate elding/ Lw 3(%.(. in% fw 8%599 ips?in% ω 6%(536 in% #si&e$ ω#min$ 6%1.66 in% End Plate Ge>uired ,hicness/ 0p#max$ @%996 in% D @ Pf 3%((.6 in% Pe 6%93@ in% Ca 3%35 C' 6%95. !f?!w 6%8@@ αm 6%959 Me 16%6( in%-ips tp#re>2d$ 6%@(8 in% 0eam e' to End Plate elding/ fw 5%3)8 ips?in% ω 6%13(8 in% #si&e$ ω#min$ 6%1.66 in%
!ssume 3?1 of 'eam axial force is also taen at each flange ;f #MJ31$?#d-tf$KP?1
4d Lw fw ω !' πJd'1?( ω#min$ ω#max$ 4 #G?N'$J#( 'olts$ #portion of end shear taen ' ( tension 'olts$ f+ #4?#( 'olts$$?!' #shear stress on ( tension 'olts$ ft #;f?#( 'olts$$?!' #( tension 'olts acting at one time$ h?twc ;+ 13%6 from !SC ,a'le A5%1 #for N 'olts in shear$ h?twc#max$ 4' ;+J!' h?td ;t SG,#((1-(%59Jf+1$ #for N* H 'olts in tension$ h?td#max$ 0 ;tJ!' #for N* H 'olts in tension$ ,#cap$ 0J#( 'olts$ #for N* H 'olts in tension$ T*cap+ ./ &$0;c#use$ O121 4#cap$ 4'J#N'-($KSG,###((J!'J($1-;f1$?(%59$ #for N* H 'olts$ 3*cap+ ./ 0 O121P'f Pw Lw 1J#'fKtf$-tw fw ;f?Lw ω fw?##SG,#1$?1$J#6%56J@6$$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@
P'f Pw'
P'f Pf 'p 0p#max$ 'fK3" Pec D ωJ38* rounded up to nearest 3?38" Ca Pf maximum of/ D3 or S-#D3Ktf$ C' Pe Pf-#d'?($-6%@6@3JD?38 !fc?!wc αm Ca 3%35 for ;' 58 si* Ca 3%33 for ;' .6 si C' SG,#'f?0p#max$$ Me !f?!w #'fJtf$?##d-#1Jtf$$Jtw$ tfc#re>2d$ αm CaJC'J#!f?!w$#3?5$J#Pe?d'$#3?($ Pf' Me αmJ;fJPe?( Stiff% Ge>2dF tp#re>2d$ SG,##8JMe$?#0pJ#6%@.J;p$$$ tp ./ tp*re45+0 O121 Ps fw maximum of/ #6%86J;'$Jtw?1 or G?#1J#d?1-tf$$ !s#re>2d$ ω fw?##SG,#1$?1$J#6%56J@6$$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ 's#min$ 's#use$
0olt 0earing on End Plate/ ;u .)%66 si Gpe 8.%1. ips Gps 1@(%6. ips Gp 559%56 ips
;u .) for ;p 58* ;u 8. for ;p .6 ts#min$ Gpe 1J#6%.J;uJ#ED$Jtp$ #'ased on 'olt edge distance$ Gps 1J#3%1J;uJtpJd'J#N'?1-3$$ #'ased on 'olt spacing$ Ls#min$ Gp Minimum of/ GpeKGps or 3%1J;uJtpJd'JN' Ls#use$ p ./ 0 O121 Shear Stress #out of plane$ on End Plate/ !s#pro+$ f+ @%@8 f+ ;f?#1J0pJtp$ si ;+ 3(%(6 ;+ 6%(6J;c &6 ./ $60 O121 '?t si #continued$
. of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3
Co%!mn We, Do!,%er P%ate e4!irement: Column e' Panel Shear/ Σ; Σ; MJ31?#6%9.Jd$ 9.%55 ips tw#re>2d$ Σ;?#6%(J;cJdc$ tw#re>2d$ 6%(@5 in%
Ps Lw fw ω t7c 8 t7*re45+ ω#min$ We, o!,%er p%ate is re451
Column e' Dou'ler Plate/ td#min$ 6%1.6 in%
td#min$ #tw#re>2d$-twc$J;c?;d 'ut not 3?(" min% Ps t ./ t*min+0 O121 Lw e' Dou'ler Plate elding/ fw 4d Σ;Jtd?#tdKtwc$ #at each +ertical edge$ ω 4d (5%)8 ips #min$ ω Lw 3.%96 Lw d #plate height 'eam depth$ in% ω#max$ fw 1%@8 fw 4d?Lw ips?in% ω ω fw?##SG,#1$?1$J#6%56J@6$$ 6%3).) in% #si&e$ 1@ ω#min$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ 6%3)@. in% 1@ #max$ ω#max$ ω 6%585@ in% 6%(6J;dJtd?##SG,#1$?1$J6%56J@6$ 1@ We% sie 8/ 7e% ma10 O121 1@ e' Dou'ler Plate Plug elding Ge>uirements/ 1@ h?twc 1)%.9 h?twc #dc-1Jtfc$?twc 1@ h?twc#max$ 85%55 h?twc#max$ 5)6?SG,#;c$ ;t7c 8/ ;t7c*ma+0 O121 1@ h?td 55%.. h?td #dc-1Jtfc$?td 1@ h?td#max$ 85%55 h?td#max$ 5)6?SG,#;d$ ;t 8/ ;t*ma+0 O121 1@ Conc%!sion: P%!g 7e%s are not re4!ire 1@ Co%!mn Sti$$ener e4!irements: Local e' ielding/ P'f 3..%35 ips Pw 38)%95 ips
#!ssume ;c 58 si* per !SC Design uide Series :($ Stiffeners not re>2d% at 'oth flanges if/ P'f Pw P'f #.?5$J;f Pw ;cJtwcJ#tfK8JK1JtpK1J#D?38$$ P,$ 8/ P7)0 O121
Compressi+e 0ucling of e'/ P'f 3..%35 ips Pw' 3)(%3( ips
Stiffeners not re>uired at compression flange if/ P'f Pw' Pw' (366Jtwc5JSG,#;c$?#dc-1J$ P,$ 8/ P7,0 O121
Local ;lange 0ending/ P'f 3..%35 Pf 3%((.6 'p )%566 Pec 3%69( Ca 3%35 C' 3%66 !fc?!wc 3%66 αm 3%39. Pf' .@%85
ips in% in% in%
ips
Stiffeners not re>uired at tension flange if/ P'f Pf' Pf maximum of/ D3 or S-#D3Ktf$ 'p 1%.J#PfKtfKPf$ #effecti+e column flange length$ Pec #g?1$-3-#d'?($ Ca 3%35 #for ;c 58 si$ C' 3%6 #assumed$ !fc?!wc 3%6 #assumed$ αm CaJC'J#!f?!w$#3?5$J#Pec?d'$#3?($ Pf' ##tfc1J#6%@.J;c$J'p$?8$?# αmJPec?($ P,$ . P$,0 &ai% Conc%!sion: Sti$$eners are re4!ire
1 1 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1 1 1 1 1 1 13 13 13
#continued$
8 of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3 13 13 13 Ps P'f-#Minimum of Pw*Pw'* or Pf'$ #design force$ 13 !st Ps?;s 13 13 Stiffener idth/ 13 's#min$ 1%((@ 's#min$ 0p?5-twc?1 13 in% 's#use$ @%666 's#use$ 'fc?1-twc?1 #rounded down to nearest whole inch$ 13 in% 13 Stiffener ,hicness/ 13 ts#min$ 6%((1 ts#min$ larger of/ tp?1 or 's#use$JSG,#;c$?9. 13 in% ts ./ ts*min+0 O121 13 Stiffener Length/ 13 Ls#min$ 8%19 Ls#min$ dc?1-tfc 13 in% Ls#use$ 31%.) Ls#use$ dc-1Jtfc 13 in% 13 Pro+ided !rea of Pair of Stiffeners/ 13 !s#pro+$ @%666 !s#pro+$ 1J's#use$Jts As*pro6+ ./ As*re45+0 O121 13 in%1 13 Chec Stiffener Slenderness/ 13 '?t 3(%66 '?t 's#use$?ts 3) '?t#max$ 3.%)5 '?t#max$ 9.?SG,#;s$ ,;t 8/ ,;t*ma+0 O121 3) 3) Stiffener elding to Column ;lange/ 3) Ps 9@%.6 Ps P'f-#Minimum of Pw*Pw'* or Pf'$ #design force$ 3) ips Lw ((%.6 Lw #'fc?1-#3K6%1.$$J) 3) in% fw 3%53 fw Ps?#3%8@JLw$ 3) ips?in% ω ω fw?##SG,#1$?1$J#6%56J@6$$ 6%6))( in% #si&e$ 3) ω#min$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ 6%1.66 in% 3) 3) Stiffener elding to Column e'/ 3) Ps 9@%.6 Ps P'f-#Minimum of Pw*Pw'* or Pf'$ #design force$ 3) ips Lw (5%.1 Lw #dc-1J#K6%1.$$J( 3 in% fw 3%5( fw Ps?#3%8@JLw$ 3 ips?in% fw?##SG,#1$?1$J#6%56J@6$$ ω ω 6%6965 in% #si&e$ 3 ω#min$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ 6%3)@. in% 3 ω#max$ ω#max$ 6%1355 in% 6%(6J;cJtwc?##SG,#1$?1$J6%56J@6J1$ 3 We% sie 8/ 7e% ma10 O121 3 3 Comments: 3 3 3 3 38 3 3 3 3 3 3 3 3
Co%!mn We, Sti$$ener Design: Ge>uired !rea of Stiffener/ Ps 9@%.6 ips !s#re>2d$ 1%@6) in%1
@ of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3
END PLATE MOMENT CONNECTIONS
Ao' Name/ Ao' Num'er/
#sing #nsti$$ene En P%ates &ie% 'o%te to 'ot Co%!mn &%anges an (-Tension 'o%t Ana%)sis Meto Per AISC 9t Eition *ASD+ Su'Bect/ 7riginator/ Checer/
Inp!t Data: 'eams an Co%!mn Data: Left Side 0eam Si&e Gight Side 0eam Si&e Column Si&e ield Stress of 0eams* ;' ield Stress of Column* ;c
3)x(6 38x(6 3(x96 58 58
"N'3" - "d'3" 0olts on "g3" age C%L% Column Stiffener #'oth sides$
si
End Plate "tp1"x"0p1"x"Lp1"
si
Connection Loaings: Left 0eam Lateral Moment* M3L Left 0eam ra+it Moment* M3 Left 0eam End Geaction* G3 Left 0eam !xial ;orce* P3 Gight 0eam Lateral Moment* M1L Gight 0eam ra+it Moment* M1 Gight 0eam End Geaction* G1 Gight 0eam !xial ;orce* P1
316%66 6%66 56%66 6%66 316%66 6%66 56%66 6%66
ft-
Connection Data an Parameters: Left Side End Plate Length* Lp3 Left Side End Plate idth* 0p3 Left Side End Plate ,h%* tp3 Gight Side End Plate Length* Lp1 Gight Side End Plate idth* 0p1 Gight Side End Plate ,h%* tp1 End Plate ield Stress* ;p !S,M 0olt Desig% #!51. or !(96$ 0olt ,pe #N* H* or SC$ 0olt Iole ,pe #in End Plate$ Diameter of 0olts* d'3 ,otal Num'er of 0olts* N'3 ,ension 0olts 4ertical Spacing* S3 Dist% to 7uter ,ension 0olts* D3 0olt age in Column* g3 Edge Distance for End Plate* ED3 Diameter of 0olts* d'1 ,otal Num'er of 0olts* N'1 ,ension 0olts 4ertical Spacing* S1 Dist% to 7uter ,ension 0olts* D1 0olt age in Column* g1 Edge Distance for End Plate* ED1 Col% e' Dou'ler Plate ,h%* td Dou'ler Plate ield Stress* ;d Stiffener Plate ,hicness* ts Stiffener Plate ield Stress* ;s
15%@.6 )%666 6%@.66 13%@.6 )%666 6%@.66 58 !51. N Standard 6%)@. ) 5%1.6 3%5@. .%.66 3%.66 6%)@. ) 5%1.6 3%5@. .%.66 3%.66 6%5@. 58 6%.666 58
in%
ED3 D3
S3
#Left 0eam$
ft- ips ips
ED1 D1
M3
ft-
P3
#Gight 0eam$ P1
5" G3
#Min%$
ips
!5 !( M1
G1
ft- ips S3
S1
D3 ED3
D1 ED1
S Stan S1 7+er
End Plate "tp3"x"0p3"x"Lp3"
in% in% in%
"N'1" - "d'1" 0olts on "g1" age
Stiffener #'oth sides$
Nomenc%at!re
in% in% si
in% in% in% in% in% in% in% in% in% in% in% si in%
Mem,er Properties: Left 0eam/ d 3@%966 tw 6%53. 'f 8%616 tf 6%.1. 6%91@6 Gight 0eam/ d 38%666 tw 6%56. 'f @%666 tf 6%.6. 6%96@6 Column/ d 3(%666 tw 6%((6 'f 3(%.66 tf 6%@36 3%5366 3 3%(5@.
in% in% in% in% in% in% in% in% in%
ω#min$
in% in% in% in%
;u Gpe Gps Gp
in% in% in%
f+ ;+
si
) of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3 #continued$
9 of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3 M1t ;f
es!%ts: Le$t Sie 'o%t Design: Iori&ontal ;orce at 0eam ;lange/ M3t 316%66 ft- ;f )1%)) ips 0olt ,ension and Shear/ !' 6%8635 in%1 4 3.%66 ips f+ 8%1( si ft 5(%(8 si ;+ 13%66 si 4' 31%86 ips?'olt ;t (1%61 si 0 1.%56 ips?'olt ,#cap$ 363%16 ips 4#cap$ )3%)3 ips Le$t Sie En P%ate Design: ,op ;lange to End Plate elding/ Lw 31%@@. in% fw 8%()) ips?in% ω 6%(589 in% #si&e$ ω#min$ 6%1.66 in%
!' 4 f+ ft ;+ !' πJd'31?( ;+ 4 #G3?N'3$J#( 'olts$ #portion of end shear taen ' ( tension 'olts$4' f+ #4?#( 'olts$$?!' #shear stress on ( tension 'olts$ ;t ft #;f?#( 'olts$$?!' #( tension 'olts acting at one time$ ;t ;+ 13%6 from !SC ,a'le A5%1 #for N 'olts in shear$ 0 4' ;+J!' 0 ;t SG,#((1-(%59Jf+1$ #for N* H 'olts in tension$ ,#cap$ 0 ;tJ!' #for N* H 'olts in tension$ ,#cap$ ,#cap$ 0J#( 'olts$ #for N* H 'olts in tension$ T*cap+ ./ &$0 O121 4#cap$ 4#cap$ 4'J#N'3-($KSG,###((J!'J($1-;f1$?(%59$ #for N* H 'olts$ 4#cap$ 3*cap+ ./ <0 O121 !ssume 3?1 of 'eam axial force is also taen at each flange M3t M3LKM3 ;f #M3tJ31$?#d-tf$KP3?1
Lw 1J#'fKtf$-tw fw ;f?Lw ω fw?##SG,#1$?1$J#6%56J@6$$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@
Lw fw ω ω#min$ 0p1#max$ D Pf Pe Ca C' !f?!w αm Me
End Plate Ge>uired ,hicness/ 0p3#max$ @%616 in% D @ Pf 3%[email protected] in% Pe 6%)(@ in% Ca 3%35 C' 6%918 !f?!w 6%.9. αm 6%)@5 Me 3.%51 in%-ips tp3#re>2d$ 6%8.1 in%
0p3#max$ 'fK3" D ωJ38* rounded up to nearest 3?38" Pf maximum of/ D3 or S3-#D3Ktf$ Pe Pf-#d'3?($-6%@6@3JD?38 Ca 3%35 for ;' 58 si* Ca 3%33 for ;' .6 si C' SG,#'f?0p3#max$$ !f?!w #'fJtf$?##d-#1Jtf$$Jtw$ αm CaJC'J#!f?!w$#3?5$J#Pe?d'3$#3?($ Me αmJ;fJPe?( tp3#re>2d$ SG,##8JMe$?#0p3J#6%@.J;p$$$ tp< ./ tp<*re45+0 O121 fw ω #min$ ω 0eam e' to End Plate elding/ fw 5%(61 fw maximum of/ #6%86J;'$Jtw?1 or G3?#1J#d?1-tf$$ ips?in% ω ω fw?##SG,#1$?1$J#6%56J@6$$ 6%1193 in% #si&e$ ;u ω#min$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ 6%1.66 in% Gpe Gps 0olt 0earing on End Plate/ Gp ;u .)%66 ;u .) for ;p 58* ;u 8. for ;p .6 si Gpe 8.%1. Gpe 1J#6%.J;uJ#ED3$Jtp3$ #'ased on 'olt edge distance$ f+ ips Gps 1@(%6. ips Gps 1J#3%1J;uJtp3Jd'3J#N'3?1-3$$ #'ased on 'olt spacing$ ;+ Gp 559%56 ips Gp Minimum of/ GpeKGps or 3%1J;uJtp3Jd'3JN'3 p ./ <0 O121 Shear Stress #out of plane$ on End Plate/ M3 f+ 8%93 f+ ;f?#1J0p3Jtp3$ M1 si Σ; ;+ 3(%(6 ;+ 6%(6J;c &6 ./ $60 O121 si
#continued$
36 of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3
igt Sie 'o%t Design: Iori&ontal ;orce at 0eam ;lange/ M1t 316%66 ft- ;f 91%95 ips 0olt ,ension and Shear/ !' 6%8635 in%1 4 3.%66 ips f+ 8%1( si ft 5)%8( si ;+ 13%66 si 4' 31%86 ips?'olt ;t (1%61 si 0 1.%56 ips?'olt ,#cap$ 363%16 ips 4#cap$ @(%.@ ips igt Sie En P%ate Design: ,op ;lange to End Plate elding/ Lw 3(%@6. in% fw 8%516 ips?in% ω 6%(1.8 in% #si&e$ ω#min$ 6%1.66 in% End Plate Ge>uired ,hicness/ 0p1#max$ )%666 in% D @ Pf 3%[email protected] in% Pe 6%)(@ in% Ca 3%35 C' 6%95. !f?!w 6%@@5 αm 6%981 Me 3)%95 in%-ips tp1#re>2d$ 6%@1. in% 0eam e' to End Plate elding/ fw 5%19( ips?in% ω 6%113) in% #si&e$ ω#min$ 6%1.66 in%
td#min$ M1t M1LKM1 ;f #M1tJ31$?#d-tf$KP1?1
4d Lw fw !' πJd'11?( ω #min$ ω 4 #G1?N'1$J#( 'olts$ #portion of shear force taen ' ( tension 'olts$ ω#max$ f+ #4?#( 'olts$$?!' #shear stress on ( tension 'olts$ ft #;f?#( 'olts$$?!' #( tension 'olts acting at one time$ ;+ 13%6 from !SC ,a'le A5%1 #for N 'olts in shear$ h?twc 4' ;+J!' h?twc#max$ ;t SG,#((1-(%59Jf+1$ #for N* H 'olts in tension$ h?td 0 ;tJ!' #for N* H 'olts in tension$ h?td#max$ ,#cap$ 0J#( 'olts$ #for N* H 'olts in tension$ T*cap+ ./ &$0 O121 4#cap$ 4'J#N'1-($KSG,###((J!'J($1-;f1$?(%59$ #for N* H ;c#use$ 'olts$ 3*cap+ ./ =0 O121 P'f3 Pw Lw 1J#'fKtf$-tw fw ;f?Lw P'f3 ω fw?##SG,#1$?1$J#6%56J@6$$ Pw' ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ P'f3 Pf 0p3#max$ 'fK3" 'p D ωJ38* rounded up to nearest 3?38" Pec Pf maximum of/ D3 or S3-#D3Ktf$ Ca Pe Pf-#d'3?($-6%@6@3JD?38 C' Ca 3%35 for ;' 58 si* Ca 3%33 for ;' .6 si !fc?!wc αm C' SG,#'f?0p3#max$$ !f?!w #'fJtf$?##d-#1Jtf$$Jtw$ Me αm CaJC'J#!f?!w$#3?5$J#Pe?d'3$#3?($ tfc#re>2d$ Me αmJ;fJPe?( Pf' tp3#re>2d$ SG,##8JMe$?#0p3J#6%@.J;p$$$ tp= ./ tp=*re45+0 Stiff% Ge>2dF O121 ;c#use$ fw maximum of/ #6%86J;'$Jtw?1 or G1?#1J#d?1-tf$$ ω fw?##SG,#1$?1$J#6%56J@6$$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@
0olt 0earing on End Plate/ ;u .)%66 si Gpe 8.%1. ips Gps 1@(%6. ips Gp 559%56 ips
P'f1 Pw P'f1 Pw'
;u .) for ;p 58* ;u 8. for ;p .6 Gpe 1J#6%.J;uJ#ED1$Jtp1$ #'ased on 'olt edge distance$ Gps 1J#3%1J;uJtp1Jd'1J#N'1?1-3$$ #'ased on 'olt spacing$ P'f1 Gp Minimum of/ GpeKGps or 3%1J;uJtp1Jd'1JN'1 Pf p ./ =0 O121 'p Shear Stress #out of plane$ on End Plate/ Pec f+ @%@( f+ ;f?#1J0p1Jtp1$ Ca si ;+ 3(%(6 ;+ 6%(6J;c C' &6 ./ $60 O121 si !fc?!wc αm #continued$
33 of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3
Co%!mn We, Do!,%er P%ate e4!irement: Column e' Panel Shear/ M3 316%66 ft- M3 M3LKM3 M1 316%66 ft- M1 M1L-M1 Σ; Σ; #M3J31?#6%9.Jd$$K#M1J31?#6%9.Jd$$ 3@9%(1 ips tw#re>2d$ Σ;?#6%(J;cJdc$ tw#re>2d$ 6%)96 in%
tfc#re>2d$ Pf' Stiff% Ge>2dF
Ps3 t7c 8 t7*re45+ Ps1 Ps#max$ Column e' Dou'ler Plate/ !s#re>2d$ td#min$ 6%(.6 td#min$ #tw#re>2d$-twc$J;c?;d 'ut not 3?(" min% in% t 8 t*min+0 &ai% e' Dou'ler Plate elding/ 's#min$ 4d ;Jtd?#tdKtwc$ #at each +ertical edge$ Σ 4d )1%.. 's#use$ ips Lw 38%66 Lw d #plate height 'eam depth$ in% fw .%38 fw 4d?Lw tp#max$ ips?in% fw?##SG,#1$?1$J#6%56J@6$$ ω ω 6%5(@. in% #si&eJ$ ts#min$ ω#min$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ 6%3)@. in% ω#max$ ω#max$ 6%585@ in% 6%(6J;dJtd?##SG,#1$?1$J6%56J@6$ Ls#min$ We% sie 8/ 7e% ma10 O121 Ls#use$ e' Dou'ler Plate Plug elding Ge>uirements/ h?twc 1)%.9 h?twc #dc-1Jtfc$?twc !s#pro+$ h?twc#max$ 85%55 h?twc#max$ 5)6?SG,#;c$ ;t7c 8/ ;t7c*ma+0 O121 h?td 55%.. h?td #dc-1Jtfc$?td '?t h?td#max$ 85%55 h?td#max$ 5)6?SG,#;d$ ;t 8/ ;t*ma+0 O121 '?t#max$
Ps#max$ Le$t Sie Co%!mn Sti$$ener e4!irements: #!ssume ;c 58 si* per !SC Design uide Series :($Lw Local e' ielding/ Stiffeners not re>2d% at 'oth flanges if/ P'f3 Pw fw ω P'f3 35)%35 ips P'f3 #.?5$J;f ω#min$ Pw 3@6%(( ips Pw ;cJtwcJ#tfK8JK1JtpK1J#D?38$$ P,$< 8/ P7)0 O121 Compressi+e 0ucling of e'/ P'f3 35)%35 ips Pw' 3)(%3( ips Local ;lange 0ending/ P'f3 35)%35 Pf 3%[email protected] 'p )%3)) Pec 3%69( Ca 3%35 C' 3%66 !fc?!wc 3%66 αm 3%39. Pf' .8%).
ips in% in% in%
ips
Ps#max$ Stiffeners not re>uired at compression flange if/ P'f3 Pw' Lw Pw' (366Jtwc5JSG,#;c$?#dc-1J$ P,$< 8/ P7,0 O121 fw ω ω#min$ ω#max$ Stiffeners not re>uired at tension flange if/ P'f3 Pf' Pf maximum of/ D3 or S3-#D3Ktf$ 3 'p3 1%.J#PfKtfKPf$ #effecti+e column flange length$ 3 Pec #g3?1$-3-#d'3?($ 3 Ca 3%35 #for ;c 58 si$ 3 C' 3%6 #assumed$ 3 !fc?!wc 3%6 #assumed$ 3 αm CaJC'J#!f?!w$#3?5$J#Pec?d'3$#3?($ 3 Pf' ##tfc1J#6%@.J;c$J'p3$?8$?# αmJPec?($ P,$< . P$,0 &ai% 38 Conc%!sion: Sti$$eners are re4!ire 3 3 3 3 3 3 3 #continued$
31 of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3 3
igt Sie Co%!mn Sti$$ener e4!irements: #!ssume ;c 58 si* per !SC Design uide Series :($ 3 Local e' ielding/ Stiffeners not re>2d% at 'oth flanges if/ P'f1 Pw 3( P'f1 3.(%)) ips P'f1 #.?5$J;f 3( Pw 3@6%31 ips Pw ;cJtwcJ#tfK8JK1Jtp1K1J#D?38$$ P,$= 8/ P7)0 O121 3( Compressi+e 0ucling of e'/ P'f1 3.(%)) ips Pw' 3)(%3( ips Local ;lange 0ending/ P'f1 3.(%)) Pf 3%[email protected] 'p )%35) Pec 3%69( Ca 3%35 C' 3%66 !fc?!wc 3%66 αm 3%39. Pf' .8%.6
ips in% in% in%
ips
Co%!mn We, Sti$$ener Design: Ge>uired !rea of Stiffener/ Ps3 )3%19 ips Ps1 9)%5) ips Ps#max$ 9)%5) ips !s#re>2d$ 1%@55 in%1 Stiffener idth/ 0p#max$ )%66 's#min$ 1%((@ 's#use$ @%666
in% in% in%
Stiffener ,hicness/ tp#max$ 6%@.6 ts#min$ 6%((1
in%
Stiffener Length/ Ls#min$ 8%19 Ls#use$ 31%.)
in%
in%
in%
Pro+ided !rea of Pair of Stiffeners/ !s#pro+$ @%666 in%1 Chec Stiffener Slenderness/ '?t 3(%66 '?t#max$ 3.%)5
3( 3( Stiffeners not re>uired at compression flange if/ P'f1 Pw' 3( Pw' (366Jtwc5JSG,#;c$?#dc-1J$ P,$= 8/ P7,0 O121 3( 3( 3( Stiffeners not re>uired at tension flange if/ P'f1 Pf' 3( Pf maximum of/ D1 or S1-#D1Ktf$ 3( 'p1 1%.J#PfKtfKPf$ #effecti+e column flange length$ 3( Pec #g1?1$-1-#d'1?($ 3( Ca 3%35 #for ;c 58 si$ 3( C' 3%6 #assumed$ 3( !fc?!wc 3%6 #assumed$ 3( αm CaJC'J#!f?!w$#3?5$J#Pec?d'1$#3?($ 3( Pf' ##tfc1J#6%@.J;c$J'p1$?8$?# αmJPec?($ P,$= . P$,0 &ai% 3( Conc%!sion: Sti$$eners are re4!ire 3( 3( 3( 3( Ps3 P'f3-#Minimum of Pw*Pw'* or Pf'$ 3( Ps1 P'f1-#Minimum of Pw*Pw'* or Pf'$ 3 Ps#max$ max% of/ Ps3 or Ps1 3 !st Ps#max$?;s 3 3 3 0p#max$ max% of/ 0p3 or 0p1 3 's#min$ 0p#max$?5-twc?1 3 's#use$ 'fc?1-twc?1 #rounded down to nearest whole inch$ 3 3 3 tp#max$ max% of/ tp3 or tp1 3 ts#min$ larger of/ tp#max$?1 or 's#use$JSG,#;c$?9. 3 ts ./ ts*min+0 O121 3 3 Ls#min$ dc?1-tfc 31 Ls#use$ dc-1Jtfc 31 31 31 !s#pro+$ 1J's#use$Jts As*pro6+ ./ As*re45+0 O121 31 31 31 '?t 's#use$?ts 31 '?t#max$ 9.?SG,#;s$ ,;t 8/ ,;t*ma+0 O121 31 31 31 31 3 #continued$
35 of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3
Co%!mn We, Sti$$ener Design *contin!e+: Stiffener elding to Column ;lange/ Ps#max$ 9)%5) Ps#max$ max% of/ Ps3 or Ps1 ips Lw 11%1. Lw #'fc?1-#3K6%1.$$J( in% fw 1%8. fw Ps#max$?#3%8@JLw$ ips?in% fw?##SG,#1$?1$J#6%56J@6$$ ω ω 6%3@)5 in% #si&e$ ω#min$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ 6%1.66 in% Stiffener elding to Column e'/ Ps#max$ 9)%5) ips Lw (5%.1 in% fw 3%5. ips?in% ω 6%693 in% #si&e$ ω#min$ 6%3)@. in% ω#max$ 6%1355 in%
Ps#max$ max% of/ Ps3 or Ps1 Lw #dc-1J#K6%1.$$J( fw Ps#max$?#3%8@JLw$ ω fw?##SG,#1$?1$J#6%56J@6$$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ ω#max$ 6%(6J;cJtwc?##SG,#1$?1$J6%56J@6J1$ We% sie 8/ 7e% ma10 O121
Comments:
3( of 18
3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 36 36 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 ) ) ) ) ) ) ) ) ) ) ) ) ) 8 8 8 8 8 8
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3
END PLATE MOMENT CONNECTION
Ao' Name/ Ao' Num'er/
#sing #nsti$$ene En P%ate &ie% 'o%te to Co%!mn &%ange an >-Tension 'o%t Ana%)sis Meto Per AISC 9t Eition *ASD+ Su'Bect/ 7riginator/ Checer/
Inp!t Data: 'eam an Co%!mn Data: 0eam Si&e Column Si&e 0eam ield Stress* ;' Column ield Stress* ;c Connection Loaings: 0eam End Moment* M Moment ncludes ind or SeismicF 0eam End Geaction #Shear$* G 0eam !xial ;orce* P
1(x9( 3(x369 58 58
((6%66 No 56%66 6%66
C%L% Column End Plate #"tp" x "0p" x "Lp"$ si si
ft-
ED S1 D3
Stiffener #'oth sides$
S1 #0eam$
ips
P
5"
ips
#Min%$
Connection Data an Parameters: End Plate Length* Lp End Plate idth* 0p End Plate ,hicness* tp End Plate ield Stress* ;p !S,M 0olt Desig% #!51. onl$ 0olt ,pe #N* H* or SC$ 0olt Iole ,pe #in End Plate$ Diameter of 0olts* d' ,otal Num'er of 0olts* N' ,ension 0olts 4ertical Spacing* S3 Dist% to Nearest ,ension 0olts* D3 ,ension 0olts 4ertical Spacing* S1 0olt age in Column* g Edge Distance for End Plate* ED Col% e' Dou'ler Plate ,h%* td Dou'ler Plate ield Stress* ;d Stiffener Plate ,hicness* ts Stiffener Plate ield Stress* ;s ;ull-Depth or Ialf-Depth StiffenersF
G S1
5)%666 36%666 3%1.66 58 !51. N Standard 3%31. 38 (%31. 3%81. 5%5@. .%.66 3%@.6 6%81. 58 6%81.6 58 ;ull-Depth
S3
in% in% in%
D3 S1
Stiffener #'oth sides$
ED
si
M
!5 !(96#n S3
S Stan 7+er
"N'" - "d'" 0olts on "g" age
in%
Nomenc%at!re in% in% in% in% in% in% si in% si
Mem,er Properties: 0eam/ d 1(%566 tw 6%.3. 'f 9%6@6 tf 6%)@. 3%5)66 Column/ d 3(%566 tw 6%.1. 'f 3(%866 tf 6%)86 3%(866 3 3%.666
in% in% in% in% in% in% in% in% in% in%
N ;ullIalfGpe Gps Gp
in%
f+ ;+
Σ;
tw#re>2d$
3. of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3 #continued$
38 of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3 td#min$ es!%ts: 'o%t Design: Iori&ontal ;orce at 0eam ;lange/ ;f 11.%(6 ips 0olt ,ension and Shear/ !' 6%99(6 4 3.%66 f+ 3%)9 ft 1)%5( ;+ 13%66 4' 16%96 ;t (5%)1 0 (5%86 ,#cap$ 5()%)6 4#cap$ 19(%95
in%1 ips si si si ips?'olt si ips?'olt ips ips
En P%ate Design: ,op ;lange to End Plate elding/ Lw 39%5@. in% fw 33%85( ips?in% ω 6%@)5( in% #si&e$ ω#min$ 6%531. in% End Plate Ge>uired ,hicness/ 0p#max$ 36%6@6 in% Pf 3%81. in% P' 5%5@. in% , 5@%.@ Ma 83%6. in%-ips tpa 3%38. in% C; 3%6@3 tp#re>2d$ 3%1(@ in% 0eam e' to End Plate elding/ fw .%.81 ips?in% ω 6%5@(8 in% #si&e$ ω#min$ 6%531. in% 0earing on End Plate/ ;u .)%66 Gpe 318%)) Gps 35@6%1. Gp 3(9@%35
!ssume 3?1 of 'eam axial force is also taen at each flange ;f #MJ31$?#d-tf$KP?1
4d Lw fw ω ω#min$ ω#max$
!' πJd'1?( 4 #G?N'$J#) 'olts$ #portion of end shear taen ' ) tension 'olts$ h?twc f+ #4?#) 'olts$$?!' #shear stress on ) tension 'olts$ h?twc#max$ ft #;f?#) 'olts$$?!' #) tension 'olts acting at one time$ h?td ;+ 13%6 from !SC ,a'le A5%1 #for N 'olts in shear$ h?td#max$ 4' ;+J!' ;t SG,#((1-(%59Jf+1$ #for N* H 'olts in tension$ ;c#use$ 0 ;tJ!' #for N* H 'olts in tension$ ,#cap$ 0J#) 'olts$ #for N* H 'olts in tension$ T*cap+ ./ &$0 O121P'f 4#cap$ 4'J#N'-)$KSG,###((J!'J)$1-;f1$?(%59$ #for N* H 'olts$ Pw 3*cap+ ./ 0 O121 P'f Pw' Lw 1J#'fKtf$-tw fw ;f?Lw P'f ω fw?##SG,#1$?1$J#6%56J@6$$ Pf ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ 'p Pec Ca 0p#max$ 'fK3" C' Pf maximum of/ D3 or S3-#D3Ktf$ !fc?!wc αm Pe 5Jd' , ;f?#8 'olts$ #assume onl 8 of ) 'olts are full effecti+e$ Me Ma 1J,J#Pf?1$ ,JPf tfc#re>2d$ tpa SG,##8JMa$?#0pJ#6%@.J;p$$$ Pf' C; SG,#SG,#g1KPf1$?.$ #C; Correction ;actor$ Stiff% Ge>2dF tp#re>2d$ tpaJC; tp ./ tp*re45+0 O121
fw maximum of/ #6%86J;'$Jtw?1 or G?#1J#d?1-tf$$ ω fw?##SG,#1$?1$J#6%56J@6$$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@
Ps !s#re>2d$ 's#min$ 's#use$
;u .) for ;p 58* ;u 8. for ;p .6 ts#min$ Gpe 1J#6%.J;uJ#ED$Jtp$ #'ased on 'olt edge distance$ ips Gps 1J#3%1J;uJtpJd'J#N'?1-3$$ #'ased on 'olt spacing$ Ls#min$ ips Gp Minimum of/ GpeKGps or 3%1J;uJtpJd'JN' Ls#use$ ips p ./ 0 O121 Shear Stress #out of plane$ on End Plate/ !s#pro+$ f+ 9%61 f+ ;f?#1J0pJtp$ si ;+ 3(%(6 ;+ 6%(6J;c '?t &6 ./ $60 O121 si '?t#max$ si
#continued$
3@ of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3 Lw fw ω ω#min$
Co%!mn We, Do!,%er P%ate e4!irement: Column e' Panel Shear/ Σ; Σ; MJ31?#6%9.Jd$ 11)%@1 ips tw#re>2d$ Σ;?#6%(J;cJdc$ tw#re>2d$ 3%333 in%
t7c 8 t7*re45+ We, o!,%er p%ate is re451 Ps Column e' Dou'ler Plate/ Lw td#min$ 6%.)8 td#min$ #tw#re>2d$-twc$J;c?;d 'ut not 3?(" min% fw in% t ./ t*min+0 O121 ω ω#min$ e' Dou'ler Plate elding/ 4d Σ;Jtd?#tdKtwc$ #at each +ertical edge$ ω#max$ 4d 31(%56 ips Lw 1(%56 Lw d #plate height 'eam depth$ 1@ in% fw .%31 fw 4d?Lw 1@ ips?in% ω ω fw?##SG,#1$?1$J#6%56J@6$$ 6%5((. in% #si&e$ 1@ ω#min$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ 6%1.66 in% 1@ #max$ ω#max$ ω 6%8683 in% 6%(6J;cJtwc?##SG,#1$?1$J6%56J@6$ 1@ We% sie 8/ 7e% ma10 O121 1@ e' Dou'ler Plate Plug elding Ge>uirements/ 1@ h?twc 15%98 h?twc #dc-1Jtfc$?twc 1@ h?twc#max$ 85%55 h?twc#max$ 5)6?SG,#;c$ ;t7c 8/ ;t7c*ma+0 O121 1@ h?td 16%35 h?td #dc-1Jtfc$?td 1@ h?td#max$ 85%55 h?td#max$ 5)6?SG,#;d$ ;t 8/ ;t*ma+0 O121 1@ Conc%!sion: P%!g 7e%s are not re4!ire 1@
Co%!mn Sti$$ener e4!irements: Local e' ielding/ P'f 5@.%8@ ips Pw 119%5. ips
#!ssume ;c 58 si* per !SC Design uide Series :($ Stiffeners not re>2d% at 'oth flanges if/ P'f Pw P'f #.?5$J;f Pw ;cJtwcJ#tfK8JK1Jtp$ P,$ . P7)0 &ai%
Compressi+e 0ucling of e'/ P'f 5@.%8@ ips Pw' 531%)6 ips
Stiffeners not re>uired at compression flange if/ P'f Pw' Pw' (366Jtwc5JSG,#;c$?#dc-1J$ P,$ . P7,0 &ai%
Local ;lange 0ending/ P'f 5@.%8@ Pf 3%81.6 'p 3.%95) Pec 6%989 Ca 3%35 C' 3%66 !fc?!wc 3%66 αm 3%6)9 Pf' 163%16
ips in% in% in%
ips
Stiffeners not re>uired at tension flange if/ P'f Pf' Pf maximum of/ D3 or S3-#D3Ktf$ 'p 1%.J#PfKtfKPf$ #effecti+e column flange length$ Pec #g?1$-3-#d'?($ Ca 3%35 #for ;c 58 si$ C' 3%6 #assumed$ !fc?!wc 3%6 #assumed$ αm CaJC'J#!f?!w$#3?5$J#Pec?d'$#3?($ Pf' ##tfc1J#6%@.J;c$J'p$?8$?# αmJPec?($ P,$ . P$,0 &ai% Conc%!sion: Sti$$eners are re4!ire
1 1 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1( 1 1 1 1 1 1 13 13 13 #continued$
3) of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3 13 13 13 Ge>uired !rea of Stiffener/ 13 Ps 3@(%(8 ips Ps P'f-#Minimum of Pw*Pw'* or Pf'$ #design force$ 13 !s#re>2d$ (%)(8 !st Ps?;s 13 in%1 13 Stiffener idth/ 13 's#min$ 5%6@3 's#min$ 0p?5-twc?1 13 in% 's#use$ @%666 's#use$ 'fc?1-twc?1 #rounded down to nearest whole inch$ 13 in% 13 Stiffener ,hicness/ 13 ts#min$ 6%81. ts#min$ larger of/ tp?1 or 's#use$JSG,#;c$?9. 13 in% ts ./ ts*min+0 O121 13 Stiffener Length/ 13 Ls#min$ 8%19 Ls#min$ dc?1-tfc 13 in% Ls#use$ 31%.) Ls#use$ dc-1Jtfc 13 in% 13 Pro+ided !rea of Pair of Stiffeners/ 13 !s#pro+$ )%@.6 !s#pro+$ 1J's#use$Jts As*pro6+ ./ As*re45+0 O121 13 in%1 13 Chec Stiffener Slenderness/ 3) '?t 33%16 '?t 's#use$?ts 3) '?t#max$ 3.%)5 '?t#max$ 9.?SG,#;s$ ,;t 8/ ,;t*ma+0 O121 3) 3) Stiffener elding to Column ;lange/ 3) Ps 3@(%(8 ips Ps P'f-#Minimum of Pw*Pw'* or Pf'$ #design force$ 3) Lw ((%(6 Lw #'fc?1-#3K6%1.$$J) 3) in% fw 1%5. fw Ps?#3%8@JLw$ 3) ips?in% ω ω fw?##SG,#1$?1$J#6%56J@6$$ 6%3.) 3) in% #si&e$ ω#min$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ 6%531. in% 3) 3) Stiffener elding to Column e'/ 3) Ps 3@(%(8 ips Ps P'f-#Minimum of Pw*Pw'* or Pf'$ #design force$ 3 Lw (5%.1 Lw #dc-1J#K6%1.$$J( 3 in% fw 1%(6 fw Ps?#3%8@JLw$ 3 ips?in% ω ω fw?##SG,#1$?1$J#6%56J@6$$ 6%381 3 in% #si&e$ ω#min$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ 6%1.66 in% 3 #max$ #max$ ω ω 6%1.. 6%(6J;cJtwc?##SG,#1$?1$J6%56J@6J1$ 3 in% We% sie 8/ 7e% ma10 O121 3 3 Comments: 3 3 3 38 3 3 3 3 3 3 3 3
Co%!mn We, Sti$$ener Design:
39 of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3
END PLATE MOMENT CONNECTIONS
Ao' Name/ Ao' Num'er/
#sing #nsti$$ene En P%ates &ie% 'o%te to 'ot Co%!mn &%anges an >-Tension 'o%t Ana%)sis Meto Per AISC 9t Eition *ASD+ Su'Bect/ 7riginator/ Checer/
Inp!t Data: 'eam an Co%!mn Data: Left Side 0eam Si&e Gight Side 0eam Si&e Column Si&e ield Stress of 0eams* ;' ield Stress of Column* ;c Connection Loaings: Left 0eam Lateral Moment* M3L Left 0eam ra+it Moment* M3 Left 0eam End Geaction* G3 Left 0eam !xial ;orce* P3 Gight 0eam Lateral Moment* M1L Gight 0eam ra+it Moment* M1 Gight 0eam End Geaction* G1 Gight 0eam !xial ;orce* P1 Connection Data an Parameters: Left Side End Plate Length* Lp3 Left Side End Plate idth* 0p3 Left Side End Plate ,h%* tp3 Gight Side End Plate Length* Lp1 Gight Side End Plate idth* 0p1 Gight Side End Plate ,h%* tp1 End Plate ield Stress* ;p !S,M 0olt Desig% #!51. onl$ 0olt ,pe #N* H* or SC$ 0olt Iole ,pe #in End Plate$ Diameter of 0olts* d'3 ,otal Num'er of 0olts* N'3 ,ension 0olts 4ertical Spacing* S3 Dist% to Nearest ,ension 0olts* D3 ,ension 0olts 4ertical Spacing* S1 0olt age in Column* g3 Edge Distance for End Plate* ED3 Diameter of 0olts* d'1 ,otal Num'er of 0olts* N'1 ,ension 0olts 4ertical Spacing* S5 Dist% to Nearest ,ension 0olts* D1 ,ension 0olts 4ertical Spacing* S( 0olt age in Column* g1 Edge Distance for End Plate* ED1 Col% e' Dou'ler Plate ,h%* td Dou'ler Plate ield Stress* ;d Stiffener Plate ,hicness* ts Stiffener Plate ield Stress* ;s
1(x9( 13x363 3(x533 58 58
"N'3" - "d'3" 0olts on "g3" age C%L% Column Stiffener #'oth sides$ si
ED3
si
S1 D3
S3
((6%66 6%666 56%66 6%66 ((6%66 6%666 56%66 6%66
ft-
5)%666 36%666 3%1.66 5.%666 36%666 3%.666 58 !51. N Standard 3%31. 38 (%31. 3%81. 5%5@. .%.66 3%@.6 3%31. 38 (%31. 3%81. 5%5@. .%.66 3%@.6 6%81. 58 6%@.66 58
in%
ips ips
ED1 S( D1
S1 #Left 0eam$
ft- M3
P3
ft- ips S3 ips
in% in% in%
P1
#Min%$
S(
D3 S1
D1 S(
End Plate "tp3"x"0p3"x"Lp3" Stiffener #'oth sides$
M1
G1
S1
ED3 in%
S5
S( #Gight 0eam$ 5"
G3
ft-
End Plate "tp1"x"0p1"x"Lp1"
!5 !(96#n S5
ED1
S Stan "N'1" - "d'1" 0olts on "g1" 7+er age Nomenc%at!re
in% si
in% in% in% in% in% in% in% in% in% in% in% in% in% si
Mem,er Properties: Left 0eam/ d 1(%566 tw 6%.3. 'f 9%6@6 tf 6%)@. 3%5)66 Gight 0eam/ d 13%(66 tw 6%.66 'f 31%566 tf 6%)66 3%5666 Column/ d 3@%366 tw 3%(36 'f 38%166 tf 1%186 1%)866 3 3%95@.
in% in% in% in% in% in% in% in%
ω ω#min$
in% in% in% in%
;u Gpe Gps Gp
in% in% in%
f+ ;+
in%
in% si
16 of 18
M1t
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3 #continued$
13 of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3
es!%ts:
!' 4 Le$t Sie 'o%t Design: f+ Iori&ontal ;orce at 0eam ;lange/ !ssume 3?1 of 'eam axial force is also taen at each flange ft M3t ((6%66 ft- M3t M3LKM3 ;+ ;f 11.%(6 ips ;f #M3tJ31$?#d-tf$KP3?1 ;+ 4' 0olt ,ension and Shear/ ;t !' πJd'31?( !' 6%99(6 in%1 ;t 4 3.%66 4 #G3?N'3$J#) 'olts$ #portion of end shear taen ' ) tension 'olts$ 0 ips f+ 3%)9 f+ #4?#) 'olts$$?!' #shear stress on ) tension 'olts$ 0 si ft 1)%5( ft #;f?#) 'olts$$?!' #) tension 'olts acting at one time$ ,#cap$ si ;+ 13%66 ;+ 13%6 from !SC ,a'le A5%1 #for N 'olts in shear$ ,#cap$ si 4' 16%96 4' ;+J!' 4#cap$ ips?'olt ;t (5%)1 ;t SG,#((1-(%59Jf+1$ #for N* H 'olts in tension$ 4#cap$ si 0 (5%86 0 ;tJ!' #for N* H 'olts in tension$ ips?'olt ,#cap$ 5()%)6 ips ,#cap$ 0J#) 'olts$ #for N* H 'olts in tension$ T*cap+ ./ &$0 O121 4#cap$ 19(%95 ips 4#cap$ 4'J#N'3-)$KSG,###((J!'J)$1-;f1$?(%59$ #for N* H 'olts$ Lw 3*cap+ ./ <0 O121fw ω Le$t Sie En P%ate Design: ω#min$ ,op ;lange to End Plate elding/ Lw 39%5@. in% Lw 1J#'fKtf$-tw fw 33%85( ips?in% fw ;f?Lw 0p1#max$ ω ω fw?##SG,#1$?1$J#6%56J@6$$ 6%@)5( in% #si&e$ Pf ω#min$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ 6%531. in% P' , End Plate Ge>uired ,hicness/ Ma 0p3#max$ 36%6@6 in% 0p3#max$ 'fK3" tpa Pf 3%81. Pf maximum of/ D3 or S3-#D3Ktf$ C; in% P' 5%5@. Pe 5Jd'3 in% , 5@%.@ , ;f?#8 'olts$ #assume onl 8 of ) 'olts are full effecti+e$ Ma 83%6. Ma 1J,J#Pf?1$ ,JPf fw in%-ips ω tpa 3%38. tpa SG,##8JMa$?#0p3J#6%@.J;p$$$ in% ω#min$ C; 3%6@3 C; SG,#SG,#g31KPf1$?.$ #C; Correction ;actor$ tp3#re>2d$ 3%1(@ tp3#re>2d$ tpaJC; tp< ./ tp<*re45+0 O121 in% ;u 0eam e' to End Plate elding/ Gpe fw .%.81 fw maximum of/ #6%86J;'$Jtw?1 or G3?#1J#d?1-tf$$ Gps ips?in% ω ω fw?##SG,#1$?1$J#6%56J@6$$ 6%5@(8 in% #si&e$ Gp ω#min$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ 6%531. in% f+ 0earing on End Plate/ ;+ ;u .)%66 ;u .) for ;p 58* ;u 8. for ;p .6 si Gpe 318%)) ips Gpe 1J#6%.J;uJ#ED3$Jtp3$ #'ased on 'olt edge distance$ Gps 35@6%1. ips Gps 1J#3%1J;uJtp3Jd'3J#N'3?1-3$$ #'ased on 'olt spacing$ M3 Gp 3(9@%35 ips Gp Minimum of/ GpeKGps or 3%1J;uJtp3Jd'3JN'3 M1 Σ; p ./ <0 O121 Shear Stress #out of plane$ on End Plate/ tw#re>2d$ f+ 9%61 f+ ;f?#1J0p3Jtp3$ si ;+ 3(%(6 ;+ 6%(6J;c &6 ./ $60 O121 td#min$ si #continued$
11 of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3
igt Sie 'o%t Design: Iori&ontal ;orce at 0eam ;lange/ M1t ((6%66 ft- ;f 1.8%53 ips 0olt ,ension and Shear/ !' 6%99(6 in%1 4 3.%66 ips f+ 3%)9 si ft 51%15 si ;+ 13%66 si 4' 16%96 ips?'olt ;t (5%)1 si 0 (5%86 ips?'olt ,#cap$ 5()%)6 ips 4#cap$ 1)6%)) ips igt Sie En P%ate Design: ,op ;lange to End Plate elding/ Lw 1.%@66 in% fw 9%9@5 ips?in% ω 6%8@38 in% #si&e$ ω#min$ 6%531. in% End Plate Ge>uired ,hicness/ 0p1#max$ 35%566 in% Pf 3%@66 in% P' 5%5@. in% , (1%@1 Ma @1%81 in%-ips tpa 3%1@6 in% C; 3%6@5 tp1#re>2d$ 3%585 in% 0eam e' to End Plate elding/ fw .%(66 ips?in% ω 6%585@ in% #si&e$ ω#min$ 6%531. in% 0earing on End Plate/ ;u .)%66 Gpe 3.1%1. Gps 38((%56 Gp 3@98%..
Lw fw ω ω#min$ ω#max$
M1t M1LKM1 ;f #M1tJ31$?#d-tf$KP1?1
!' πJd'11?( h?twc 4 #G1?N'1$J#) 'olts$ #portion of shear force taen ' ) tension h?twc#max$ 'olts$ f+ #4?#) 'olts$$?!' #shear stress on ) tension 'olts$ h?td ft #;f?#) 'olts$$?!' #) tension 'olts acting at one time$ h?td#max$ ;+ 13%6 from !SC ,a'le A5%1 #for N 'olts in shear$ 4' ;+J!' ;c#use$ ;t SG,#((1-(%59Jf+1$ #for N* H 'olts in tension$ 0 ;tJ!' #for N* H 'olts in tension$ P'f3 ,#cap$ 0J#) 'olts$ #for N* H 'olts in tension$ T*cap+ ./ &$0 O121 Pw 4#cap$ 4'J#N'1-)$KSG,###((J!'J)$1-;f1$?(%59$ #for N* H 'olts$ 3*cap+ ./ =0 O121 P'f3 Pw' Lw 1J#'fKtf$-tw fw ;f?Lw ω fw?##SG,#1$?1$J#6%56J@6$$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@
P'f3 Pf 'p Pec Ca C' !fc?!wc αm Me tfc#re>2d$ Pf' Stiff% Ge>2dF
0p1#max$ 'fK3" Pf maximum of/ D1 or S5-#D1Ktf$ Pe 5Jd'1 , ;f?#8 'olts$ #assume onl 8 of ) 'olts are full effecti+e$ Ma 1J,J#Pf?1$ ,JPf tpa SG,##8JMa$?#0p1J#6%@.J;p$$$ C; SG,#SG,#g11KPf1$?.$ #C; Correction ;actor$ tp1#re>2d$ tpaJC; tp= ./ tp=*re45+0 ;c#use$ O121
fw maximum of/ #6%86J;'$Jtw?1 or G1?#1J#d?1-tf$$ fw?##SG,#1$?1$J#6%56J@6$$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@
P'f1 Pw
ω
P'f1 Pw'
;u .) for ;p 58* ;u 8. for ;p .6 P'f1 Gpe 1J#6%.J;uJ#ED1$Jtp1$ #'ased on 'olt edge distance$ Pf ips Gps 1J#3%1J;uJtp1Jd'1J#N'1?1-3$$ #'ased on 'olt spacing$ 'p ips Gp Minimum of/ GpeKGps or 3%1J;uJtp1Jd'1JN'1 Pec ips p ./ =0 O121 Ca Shear Stress #out of plane$ on End Plate/ C' f+ )%.( f+ ;f?#1J0p1Jtp1$ !fc?!wc si αm ;+ 3(%(6 ;+ 6%(6J;c &6 ./ $60 O121 si Me tfc#re>2d$ Pf' Stiff% Ge>2dF si
#continued$
15 of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3
Co%!mn We, Do!,%er P%ate e4!irement: Ps3 Column e' Panel Shear/ Ps1 M3 ((6%66 ft- M3 M3LKM3 Ps#max$ M1 ((6%66 ft- M1 M1L-M1 !s#re>2d$ Σ; Σ; #M3J31?#6%9.Jd$$K#M1J31?#6%9.Jd$$ ())%(5 ips tw#re>2d$ Σ;?#6%(J;cJdc$ tw#re>2d$ 3%9)( t7c 8 t7*re45+ in% We, o!,%er p%ate is re451 's#min$ Column e' Dou'ler Plate/ 's#use$ td#min$ 6%.@( td#min$ #tw#re>2d$-twc$J;c?;d 'ut not 3?(" min% in% t ./ t*min+0 O121 tp#max$ e' Dou'ler Plate elding/ ts#min$ 4d Σ;Jtd?#tdKtwc$ #at each +ertical edge$ 4d 3.6%63 ips Lw 13%(6 Lw d #plate height 'eam depth$ Ls#min$ in% fw @%63 fw 4d?Lw Ls#use$ ips?in% fw?##SG,#1$?1$J#6%56J@6$$ ω ω 6%(@13 in% #si&e$ ω#min$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ !s#pro+$ 6%531. in% ω#max$ ω#max$ 6%8683 in% 6%(6J;dJtd?##SG,#1$?1$J6%56J@6$ We% sie 8/ 7e% ma10 O121 '?t e' Dou'ler Plate Plug elding Ge>uirements/ '?t#max$ h?twc )%91 h?twc #dc-1Jtfc$?twc h?twc#max$ 85%55 h?twc#max$ 5)6?SG,#;c$ ;t7c 8/ ;t7c*ma+0 O121Ps#max$ h?td 16%35 h?td #dc-1Jtfc$?td Lw h?td#max$ 85%55 h?td#max$ 5)6?SG,#;d$ ;t 8/ ;t*ma+0 O121 fw ω Conc%!sion: P%!g 7e%s are not re4!ire ω#min$ Le$t Sie Co%!mn Sti$$ener e4!irements: #!ssume ;c 58 si* per !SC Design uide Series :($ Local e' ielding/ Stiffeners not re>2d% at 'oth flanges if/ P'f3 Pw Ps#max$ P'f3 5@.%8@ ips P'f3 #.?5$J;f Lw Pw 36(1%58 ips Pw ;cJtwcJ#tfK8JK1Jtp3$ P,$< 8/ P7)0 O121 fw ω #min$ ω Compressi+e 0ucling of e'/ ω#max$ P'f3 5@.%8@ ips Stiffeners not re>uired at compression flange if/ P'f3 Pw' Pw' 86.9%89 ips Pw' (366Jtwc5JSG,#;c$?#dc-1J$ P,$< 8/ P7,0 O121 3 Local ;lange 0ending/ P'f3 5@.%8@ Pf 3%81.6 'p 3.%95) Pec 6%.53 Ca 3%35 C' 3%66 !fc?!wc 3%66 αm 6%95@ Pf' 19((%59
ips in% in% in%
ips
Stiffeners not re>uired at tension flange if/ P'f3 Pf' Pf maximum of/ D3 or S3-#D3Ktf$ 'p 1%.J#PfKtfKPf$ #effecti+e column flange length$ Pec #g3?1$-3-#d'3?($ Ca 3%35 #for ;c 58 si$ C' 3%6 #assumed$ !fc?!wc 3%6 #assumed$ αm CaJC'J#!f?!w$#3?5$J#Pec?d'3$#3?($ Pf' ##tfc1J#6%@.J;c$J'p3$?8$?# αmJPec?($ P,$< 8/ P$,0 O121 Conc%!sion: Sti$$eners are not re4!ire
3 3 3 3 3 3 3 3 3 3 38 3 3 3 3 3 3 3
#continued$
1( of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3 3
igt Sie Co%!mn Sti$$ener e4!irements: #!ssume ;c 58 si* per !SC Design uide Series :($ 3 Local e' ielding/ Stiffeners not re>2d% at 'oth flanges if/ P'f1 Pw 3( P'f1 (1@%3) ips P'f1 #.?5$J;f 3( Pw 3685%95 ips Pw ;cJtwcJ#tfK8JK1Jtp1$ P,$= 8/ P7)0 O121 3( Compressi+e 0ucling of e'/ P'f1 (1@%3) ips Pw' 86.9%89 ips Local ;lange 0ending/ P'f1 (1@%3) Pf 3%@666 'p 38%635 Pec 6%.53 Ca 3%35 C' 3%66 !fc?!wc 3%66 αm 6%95@ Pf' 19.)%1.
ips in% in% in%
ips
Co%!mn We, Sti$$ener Design: Ge>uired !rea of Stiffener/ Ps3 N%!% ips Ps1 N%!% ips Ps#max$ N%!% ips !s#re>2d$ N%!% in%1 Stiffener idth/ 0p#max$ N%!% 's#min$ N%!% 's#use$ N%!%
in% in%
Stiffener ,hicness/ tp#max$ N%!% ts#min$ N%!%
in%
Stiffener Length/ Ls#min$ N%!% Ls#use$ N%!%
in%
in%
in%
Stiffeners not re>uired at compression flange if/ P'f1 Pw' Pw' (366Jtwc5JSG,#;c$?#dc-1J$ P,$= 8/ P7,0 O121
Stiffeners not re>uired at tension flange if/ P'f1 Pf' Pf maximum of/ D1 or S5-#D1Ktf$ 'p 1%.J#PfKtfKPf$ #effecti+e column flange length$ Pec #g1?1$-3-#d'1?($ Ca 3%35 #for ;c 58 si$ C' 3%6 #assumed$ !fc?!wc 3%6 #assumed$ αm CaJC'J#!f?!w$#3?5$J#Pec?d'1$#3?($ Pf' ##tfc1J#6%@.J;c$J'p1$?8$?# αmJPec?($ P,$= 8/ P$,0 O121 Conc%!sion: Sti$$eners are not re4!ire
Ps3 P'f3-#Minimum of Pw*Pw'* or Pf'$ Ps1 P'f1-#Minimum of Pw*Pw'* or Pf'$ Ps#max$ max% of/ Ps3 or Ps1 !st Ps#max$?;s
0p#max$ max% of/ 0p3 or 0p1 's#min$ 0p#max$?5-twc?1 's#use$ 'fc?1-twc?1 #rounded down to nearest whole inch$
tp#max$ max% of/ tp3 or tp1 ts#min$ larger of/ tp#max$?1 or 's#use$JSG,#;c$?9.
Ls#min$ dc?1-tfc Ls#use$ dc-1Jtfc
Pro+ided !rea of Pair of Stiffeners/ !s#pro+$ N%!% in%1
!s#pro+$ 1J's#use$Jts
Chec Stiffener Slenderness/ '?t N%!% '?t#max$ N%!%
'?t 's#use$?ts '?t#max$ 9.?SG,#;s$
3( 3( 3( 3( 3( 3( 3( 3( 3( 3( 3( 3( 3( 3( 3( 3( 3( 3( 3( 3( 3 3 3 3 3 3 3 3 3 3 3 3 3 3 31 31 31 31 31 31 31 31 31 31 31 31 3
#continued$
1. of 18
65?61?163. 38/.6/3@
"ENDPLMC9%xls" Program 4ersion 3%3
Co%!mn We, Sti$$ener Design *contin!e+: Stiffener elding to Column ;lange/ Ps#max$ N%!% Ps#max$ max% of/ Ps3 or Ps1 ips Lw N%!% Lw #'fc?1-#3K6%1.$$J( in% fw N%!% fw Ps#max$?#3%8@JLw$ ips?in% ω ω fw?##SG,#1$?1$J#6%56J@6$$ N%!% in% #si&e$ ω#min$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ N%!% in% Stiffener elding to Column e'/ Ps#max$ N%!% ips Lw N%!% in% fw N%!% ips?in% ω N%!% in% #si&e$ ω#min$ N%!% in% ω#max$ N%!% in%
Ps#max$ max% of/ Ps3 or Ps1 Lw #dc-1J#K6%1.$$J( fw Ps#max$?#3%8@JLw$ ω fw?##SG,#1$?1$J#6%56J@6$$ ω#min$ Min% fillet weld si&e from !SC ,a'le A1%(* page .-8@ ω#max$ 6%(6J;sJts?##SG,#1$?1$J6%56J@6J1$
Comments:
18 of 18
3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 36 36 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 ) ) ) ) ) ) ) ) ) ) ) ) ) 8 8 8 8 8 8
65?61?163. 38/.6/3@
