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1 April 9, 0 Coectios with Flat Bar Gussets Part AISC Live Weiars Thak you for joiig our live weiar today. We will egi shortly. Please stady. Thak you. Need Help? Call ReadyTalk Support: There s always a solutio i Steel AISC Live Weiars Today s audio will e roadcast through the iteret. Alteratively, to hear the audio through the phoe, dial Coferece ID: For additioal support, please press *0 ad you will e coected to a live operator. Copyright 0

2 April 9, 0 Coectios with Flat Bar Gussets Part AISC Live Weiars Today s live weiar will egi shortly. Please stady. As a remider, all lies have ee muted. Please type ay questios or commets through the Chat feature o the left portio of your scree. Today s audio will e roadcast through the iteret. Alteratively, to hear the audio through the phoe, dial (8) Coferece ID: For additioal support, please press *0 ad you will e coected to a live operator. AISC Live Weiars AISC is a Registered Provider with The America Istitute of Architects Cotiuig Educatio Systems (AIA/CES). Credit(s) eared o completio of this program will e reported to AIA/CES for AIA memers. Certificates of Completio for oth AIA memers ad o-aia memers are availale upo request. This program is registered with AIA/CES for cotiuig professioal educatio. As such, it does ot iclude cotet that may e deemed or costrued to e a approval or edorsemet y the AIA of ay material of costructio or ay method or maer of hadlig, usig, distriutig, or dealig i ay material or product. Questios related to specific materials, methods, ad services will e addressed at the coclusio of this presetatio. Copyright 0

3 April 9, 0 Coectios with Flat Bar Gussets Part AISC Live Weiars Copyright Materials This presetatio is protected y US ad Iteratioal Copyright laws. Reproductio, distriutio, display ad use of the presetatio without writte permissio of AISC is prohiited. The 0 The iformatio preseted herei is ased o recogized egieerig priciples ad is for geeral iformatio oly. While it is elieved to e accurate, this iformatio should ot e applied to ay specific applicatio without competet professioal examiatio ad verificatio y a licesed professioal egieer. Ayoe makig use of this iformatio assumes all liaility arisig from such use. Course Descriptio Coectios with Flat Bar Gussets Part : No-Seismic Applicatios April 9, 0 Typically, chevro race coectios are detailed with oe gusset plate used to coect all of the races framig to a joit. Whe geometry permits, it may e more ecoomical to provide a separate gusset for each race. The aalysis ad desig of chevro race coectios used i low seismic ad wid applicatios are preseted. The force distriutio through the coectio ad the frame eam, ad detailig cosideratios are preseted. A desig example will e used to support the discussio. Copyright 0 3

4 April 9, 0 Coectios with Flat Bar Gussets Part Learig Ojectives Become familiar with aalysis ad desig of chevro race coectios use i low seismic ad wid applicatios. Gai a uderstadig of force distriutio through the coectio ad the frame eam. Gai a uderstadig of chevro race coectio aalysis ad desig through a i-depth desig example. Become familiar with detailig cosideratios for chevro race coectios with separate flat ar gussets for each race. Aalysis ad Desig of Chevro Brace Coectios with Flat Bar Gussets PART : No-Seismic Applicatios writte ad preseted y Patrick J. Fortey, Ph.D., P.E., S.E., P.Eg Presidet: Cives Egieerig Corporatio Chief Egieer: Cives Steel Compay Copyright 0

5 April 9, 0 Coectios with Flat Bar Gussets Part CHEVRON BRACE CONNECTIONS Use of Flat Bar ad Shaped Sigle Gussets Iverted V-Type Cofiguratio FRAME BEAM Frame Colum, Typical Frame Beam, Typical V-Type Cofiguratio Two-Story X-Brace Cofiguratio FLAT BAR BRACE BRACE FLAT BAR FRAME BEAM SHAPED SINGLE SHAPED SINGLE BRACE BRACE Preseted y: Patrick J. Fortey, Ph.D., P.E., S.E., P.Eg Presidet: Cives Egieerig Corporatio Chief Egieer: Cives Steel Compay 9 CHEVRON BRACE CONNECTIONS A Two-Part Semiar PART : No-Seismic Applicatios FRAME BEAM The use of flat ar ad shaped sigle gussets will e discussed A desig example prolem usig flat ar gussets will e preseted Not to suggest that shaped sigle gussets caot/should ot e used i o-seismic applicatios FLAT BAR BRACE Frame Colum, Typical Frame Beam, Typical BRACE FLAT BAR Iverted V-Type Cofiguratio V-Type Cofiguratio Two-Story X-Brace Cofiguratio 0 Copyright 0

6 April 9, 0 Coectios with Flat Bar Gussets Part CHEVRON BRACE CONNECTIONS A Two-Part Semiar PART : Seismic Applicatios The use of shaped sigle gussets will e discussed Typically, flat ar gussets do ot work for the coectio desig requiremets for seismic raced frames A desig example prolem usig shaped sigle gussets will e preseted SHAPED SINGLE BRACE Frame Colum, Typical Frame Beam, Typical BRACE FRAME BEAM SHAPED SINGLE Iverted V-Type Cofiguratio V-Type Cofiguratio Two-Story X-Brace Cofiguratio CHEVRON BRACE CONNECTIONS Flat Bar ad Idividual Shaped Gussets PART : No-Seismic Applicatios FRAME BEAM FLAT BAR FLAT BAR BRACE BRACE Copyright 0 6

7 April 9, 0 Coectios with Flat Bar Gussets Part AGENDA PART : No-Seismic Applicatios Itroductio Chevro Cofiguratios V-Type Cofiguratio Iverted V-Type Cofiguratio Two-Story X Cofiguratio 3 AGENDA PART : No-Seismic Applicatios Itroductio Coectio Hardware Comied Gussets Idividual Gussets o Flat Bars o Shaped Coectio Geometry Brace Force Distriutio Copyright 0 7

8 April 9, 0 Coectios with Flat Bar Gussets Part AGENDA PART : No-Seismic Applicatios Impact o Beam Shear Force Distriutio Bedig Momet Distriutio Limit State Checks Coectio Hardware Frame Beam INTRODUCTION Iverted V-Type Cofiguratio Frame Colum, Typical Frame Beam, Typical V-Type Cofiguratio Two-Story X-Brace Cofiguratio 6 Copyright 0 8

9 April 9, 0 Coectios with Flat Bar Gussets Part INTRODUCTION FRAME BEAM e FRAME BEAM BRACE COMBINED SINGLE SINGLE BRACE Comied Gusset BRACE BRACE Sigle Gussets We ll focus o Sigle gussets, ut it s importat to recogize that the same cocepts ca e applied to the comied gusset cofiguratio (with some slight differeces) 7 INTRODUCTION FRAME BEAM FLAT BAR FLAT BAR BRACE BRACE FRAME BEAM Sigle Flat Bar Gussets SHAPED SINGLE SHAPED SINGLE BRACE BRACE Sigle Shaped Gussets 8 Copyright 0 9

10 April 9, 0 Coectios with Flat Bar Gussets Part INTRODUCTION Examples of Whe Flat Bars May e More Ecoomical 9 INTRODUCTION Δ Examples of Whe Flat Bars May e More Ecoomical 0 Copyright 0 0

11 April 9, 0 Coectios with Flat Bar Gussets Part INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Flat Bars Geerally availale i: A7-0 (more commo) Typically availale i A36 ad 9-0 Cosult with your local service ceter(s) or producer(s) INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Flat Bars Geerally availale i: A7-0 (more commo) Typically availale i A36 ad 9-0 Cosult with your local service ceter(s) or producer(s) Width ad thickess: Up to wide Up to thick Cosult with your local service ceter(s) or producer(s) Copyright 0

12 April 9, 0 Coectios with Flat Bar Gussets Part INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Flat Bars Width Icremets: < 3 wide; use ¼ icremets Betwee 3 ad 6 wide; use ½ icremets Betwee 6 ad wide; use icremets Cosult with your local service ceter(s) or producer(s) 3 INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Flat Bars Thickess Icremets: Up to thick; use /8 icremets Over : thick; use ¼ icremets Cosult with your local service ceter(s) or producer(s) Copyright 0

13 April 9, 0 Coectios with Flat Bar Gussets Part INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Flat Bars Thickess Icremets: Up to thick; use /8 icremets Over : thick; use ¼ icremets Cosult with your local service ceter(s) or producer(s) Typically used: To elimiate momets o iterface Whe race forces are relatively small (ecoomical iterface welds ad gusset thickess) INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Shaped Sigle Gussets Typically cut from plate material: Typically availale i: A7-0 (most commo) Geerally availale i A36 ad A9-0 Cosult your local service ceter(s) ad producer(s) 6 Copyright 0 3

14 April 9, 0 Coectios with Flat Bar Gussets Part INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Shaped Sigle Gussets Typically used: Whe race forces are relatively large (ecoomical iterface welds ad gusset thickess) Seismic applicatios 7 INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Shaped Sigle Gussets Try to Miimize eccetricities o shallow race evel coectios: Δ Δ 8 Copyright 0

15 April 9, 0 Coectios with Flat Bar Gussets Part INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Shaped Sigle Gussets Try to Miimize eccetricities o shallow race evel coectios: Δ Δ 9 INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Shaped Sigle Gussets Try to miimize aalysis efforts ad impact o eam: 30 Copyright 0

16 April 9, 0 Coectios with Flat Bar Gussets Part INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Shaped Sigle Gussets Try to miimize aalysis efforts ad impact o eam: 3 INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Shaped Sigle Gussets Try to miimize aalysis efforts ad impact o eam: 3 Copyright 0 6

17 April 9, 0 Coectios with Flat Bar Gussets Part INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Shaped Sigle Gussets Try to miimize aalysis efforts ad impact o eam: 33 INTRODUCTION Notes o Flat Bar ad Shaped Sigle Gussets Shaped Sigle Gussets Try to miimize aalysis efforts ad impact o eam: 3 Copyright 0 7

18 April 9, 0 Coectios with Flat Bar Gussets Part CONNECTION GEOMETRY Flat Bar Gussets L L x EQ EQ EQ EQ L L e " a x R R H w w PL t g PL t g l w l w θ θ V H x = horizotal legth of Brace flat ar gusset-to-eam iterface x = horizotal legth of Brace flat ar gusset-to-eam iterface x R x R wi = horizotal dimesio etwee right egde of Brace gusset to work poit = horizotal dimesio etwee left egde of Brace gusset to work poit e = oe-half the depth of the frame eam L V = legth of race-to-gusset weld at Brace ad 3 CONNECTION GEOMETRY Flat Bar Gussets L L x EQ EQ EQ EQ L L e " a x R R H w w PL t g PL t g l w l w θ θ V H H = horizotal compoets of Brace ad Brace forces i V = vertical compoets of Brace ad Brace forces i L = horizotal dimesio etwee Brace iterface cetroid to work poit L = horizotal dimesio etwee Brace iterface cetroid to work poit θ = Brace ad Brace evel agles measured off the horizotal i L i V = uraced uklig legth of gussets o Braces ad 36 Copyright 0 8

19 April 9, 0 Coectios with Flat Bar Gussets Part CONNECTION GEOMETRY Flat Bar Gussets L L x EQ EQ EQ EQ L L e " a x R R H w w PL t g PL t g l w l w θ θ V H V Sig Covetio For Brace Tesio; H i, V i is (+) For Brace Compressio; H i, V i is (-) 37 CONNECTION GEOMETRY Shaped Sigle Gussets L L x L Δ Δ L e a H θ S x R R θ S w w l w l w θ θ V H V θ = agles formed y the shaped gussets measured etwee the edges of the theoretical flat ar lie is ad the free edges of the shaped gussets Δ = horizotal dimesio measured at the face of the eam flage etwee the lies of actio of i Braces ad ad the cetroids of the gusset-to-eam iterface 38 Copyright 0 9

20 April 9, 0 Coectios with Flat Bar Gussets Part CONNECTION GEOMETRY Shaped Sigle Gussets L L x L Δ Δ L e a H θ θ S x R R θ S w w l w l w θ H V Sig Covetio For Brace Tesio; H i, V i is (+) For Brace Compressio; H i, V i is (-) V 39 CONNECTION GEOMETRY Gettig Started (Trial Geometry ad Hardware) Will Flat Bars Work? The race evel, size, ad force impact the decisio H " w PL t g PL t w lw g lw θ θ L x a L L x R R EQ EQ EQ EQ L H e V Choose the ar width such that the there is room for a sigle pass race-to-gusset fillet weld w B + (0. i) = B+ i i i V 0 Copyright 0 0

21 April 9, 0 Coectios with Flat Bar Gussets Part CONNECTION GEOMETRY Gettig Started (Trial Geometry ad Hardware) Will Flat Bars Work? The race evel, size, ad force impact the decisio H " w PL t g PL t w lw g lw θ θ L x a L L x R R EQ EQ EQ EQ L H e V Make a assumptio regardig the clear distace from the leadig corer of the race to the eam flage o My stadard is ut, use whatever you thik is appropriate ased o workmaship, ispectio, access, etc. V CONNECTION GEOMETRY Gettig Started (Trial Geometry ad Hardware) Will Flat Bars Work? The race evel, size, ad force impact the decisio H " w PL t g PL t w lw g lw θ θ L x a L L x R R EQ EQ EQ EQ L H e V x R +R must e greater tha zero V e si(90 θ) L = siθ e si(90 θ) L = siθ w x = siθ w x = siθ x = L x x = L x R R x R + xr > 0 Copyright 0

22 April 9, 0 Coectios with Flat Bar Gussets Part CONNECTION GEOMETRY Gettig Started (Trial Geometry ad Hardware) Will Flat Bars Work? The race evel, size, ad force impact the decisio H a x R R w PL t g PL t w lw g lw θ " θ L x L L EQ EQ EQ EQ L H e V Estimate l wi ased o race force (I typically start out assumig a sigle pass fillet weld (/ )) l l l wi wi wi B Fi.39D Fi 0.98D (LRFD) (ASD) V Assumig D= ad with = welds, l l l wi wi wi B Fi Fi = (.39)()().3 (LRFD) Fi Fi = (0.98)()().8 (ASD) 3 CONNECTION GEOMETRY Gettig Started (Trial Geometry ad Hardware) Will Flat Bars Work? The race evel, size, ad force impact the decisio H " w PL t g PL t w lw g lw θ θ L x a L L x R R EQ EQ EQ EQ L H e V Estimate t g ased o gusset ucklig: o Use K=0.70 (more o that later) V o Use L=L i o r= simply calculated as r = t g Copyright 0

23 April 9, 0 Coectios with Flat Bar Gussets Part x L L Brace Force Distriutio Flat Bar Gussets a V a N a N V L L x V V H H N a V e a e N a V a a e The Normal ad Shear forces actig at the gussetto-eam iterface are equal to the vertical ad horizotal compoets of the race forces, respectively. w w θ θ Sice the cetroid of the gusset-to-eam iterface coicides with the lie of actio of the race (i.e., poit coicides with poit a; poit coicides with poit ), there is o momet actig o the iterface, i.e., VL = He VL = He w θ Brace Force Distriutio Shaped Sigle Gussets Δ Δ a Va V N a N Ma M L L Δ Δ x V V Ma H H M Na N e e V V a a θs lw L L x ( ) ( ) Ma = H e V L Δ M = V L Δ H e θs lw e w θ The Normal ad Shear forces actig at the gussetto-eam iterface are equal to the vertical ad horizotal compoets of the race forces, respectively. Sice the cetroids of the gusset-to-eam iterfaces do ot coicide with the lies of actio of the races, there are momets actig o the iterfaces, i.e., the momets actig o the horizotal edges of the gussets are 6 Copyright 0 3

24 April 9, 0 Coectios with Flat Bar Gussets Part Brace Force Distriutio Shaped Sigle Gussets x L L Δ L Δ Δ a V a N a N a,eq N N,eq x N V a,eq V N,eq H H N a e e N V V a a V L Δ e For weld ad gusset plate desig, the momets actig o the iterface are coverted to equivalet ormal forces ad added to the N i forces. w θ θ S l w N ieq. = M i x i θ S w l w θ (see DG 9 App. B, Figure B- for discussio regardig N eq ). 7 Distriutio of Forces o Beam Flat Bar Gussets V ax e L L V x e Va x a V e N a R L a x x N R R The uiformly distriuted momet actig alog the gravity axis of the eam captures the eccetricity of the shear forces actig alog the flage. 8 Copyright 0

25 April 9, 0 Coectios with Flat Bar Gussets Part Distriutio of Forces o Beam Flat Bar Gussets V ax e L L V x e Va x a V e N a R L a x x N R R The uiformly distriuted momet actig alog the gravity axis of the eam captures the eccetricity of the shear forces actig alog the flage. Resultat iterface welds work fie for sizig the gusset ad weld ut too coservative whe evaluatig eam shear ad momet distriutio! 9 Distriutio of Forces o Beam Flat Bar Gussets V ax e L L V x e Va x a V e N a R L a x x N R R The uiformly distriuted momet actig alog the gravity axis of the eam captures the eccetricity of the shear forces actig alog the flage. Resultat iterface welds work fie for sizig the gusset ad weld ut too coservative whe evaluatig eam shear ad momet distriutio! The iterface forces ad momets are treated as exterally-applied loads ad are used to determie the eam shear ad momet distriutio. 0 Copyright 0

26 April 9, 0 Coectios with Flat Bar Gussets Part Distriutio of Forces o Beam Flat Bar Gussets V ax e L L V x e Va x a V e N a R L a x x N R R The uiformly distriuted momet actig alog the gravity axis of the eam captures the eccetricity of the shear forces actig alog the flage. Resultat iterface welds work fie for sizig the gusset ad weld ut too coservative whe evaluatig eam shear ad momet distriutio! The iterface forces ad momets are treated as exterally-applied loads ad are used to determie the eam shear ad momet distriutio. Note that the resultat loads are used to check Chapter J limits states (e.g., we local yieldig ad we local cripplig). Distriutio of Forces o Beam Shaped Sigle Gussets L L V ax e Δ Δ V x e V a x a V e N a N R L a M a x x x M R R The uiformly distriuted momet actig alog the gravity axis of the eam captures the eccetricity of the shear forces actig alog the flage. Copyright 0 6

27 April 9, 0 Coectios with Flat Bar Gussets Part Distriutio of Forces o Beam Shaped Sigle Gussets L L V ax e Δ Δ V x e V a x a V e N a N R L a M a x x x M R R The uiformly distriuted momet actig alog the gravity axis of the eam captures the eccetricity of the shear forces actig alog the flage. Momets M a ad M are distriuted uiformly alog the iterfaces 3 Distriutio of Forces o Beam Shaped Sigle Gussets L L V ax e Δ Δ V x e R L a V a x N a x M a x The uiformly distriuted momet actig alog the gravity axis of the eam captures the eccetricity of the shear forces actig alog the flage. a V N Momets M a ad M are distriuted uiformly alog the iterfaces x M e R R The iterface forces ad momets are treated as exterally-applied loads ad are used to determie the eam shear ad momet distriutio. Copyright 0 7

28 April 9, 0 Coectios with Flat Bar Gussets Part LIMIT STATE CHECKS CONNECTION Brace tesile rupture o et sectio (D) P A P u e e = F A = AU = F AU u (D-) (D3-) H l w φ = 0.7, Ω=.00 B T T WELD, TYP BRACE WELD, TYP BRACE I typically assume that the slot i the race is /8 + the gusset thickess. However, you ca calculate A ased o your particular practice. Also, e sure to cosult with your local faricator/erector. LIMIT STATE CHECKS CONNECTION Brace tesile rupture o et sectio (D) Assumig a rectagular HSS race, use Case 6 of Tale D3. l = lw H x U = lw B + BH x = ( B+ H) WELD, TYP BRACE H B T WELD, TYP l w BRACE T For other types of races or gusset coditios, refer to tale D3.. 6 Copyright 0 8

29 April 9, 0 Coectios with Flat Bar Gussets Part LIMIT STATE CHECKS CONNECTION Assumig a rectagular HSS race, use Case 6 of Tale D3. 7 LIMIT STATE CHECKS CONNECTION Brace-to-Gusset Coectio Brace-to-gusset weld (Maual, Part 8) H l w φ R =.39 Dl (LRFD) R Ω = 0.98 Dl (ASD) WELD, TYP B T T BRACE WELD, TYP BRACE D=weld size i sixteeths of a ich l=weld legth (i.) 8 Copyright 0 9

30 April 9, 0 Coectios with Flat Bar Gussets Part LIMIT STATE CHECKS CONNECTION Brace-to-Gusset Coectio Shear rupture stregth of race wall H l w R = 0.6 F A (J-) u v φ = 0.7, Ω=.00 A v = lt des WELD, TYP BRACE B T WELD, TYP BRACE T l=weld legth t des =desig tue wall thickess (Maual, Part ) 9 LIMIT STATE CHECKS CONNECTION Gusset Limit States Tesile yield o gross sectio (D) P = F A y g φ = 0.90, Ω=.67 (D-) Tesile rupture o et sectio (D) P = F A u φ = 0.7, Ω=.00 (D-) 60 Copyright 0 30

31 April 9, 0 Coectios with Flat Bar Gussets Part LIMIT STATE CHECKS CONNECTION Gusset Limit States Bucklig (E3) P = F A cr g φ = 0.90, Ω=.67 (E3-) L L x EQ EQ a KL Whe.7 r E F y H w θ l w V F cr Fy Fe = 0.68 Fy (E3-) 6 LIMIT STATE CHECKS CONNECTION Gusset Limit States x L Bucklig (E3) P = F A cr g φ = 0.90, Ω=.67 (E3-) L EQ EQ a KL Whe >.7 r E F y H w θ l w V F cr = F (E3-3) e π E F (E3-) e = KL r 6 Copyright 0 3

32 April 9, 0 Coectios with Flat Bar Gussets Part LIMIT STATE CHECKS CONNECTION L Gusset Limit States x Bucklig (E3) P = F A cr g φ = 0.90, Ω=.67 (E3-) L EQ EQ a φf cr, F cr /Ω ca e take from Tale - of the Maual, i lieu of H V w θ l w cruchig Equatios E3- through E LIMIT STATE CHECKS CONNECTION Gusset Limit States φf cr, F cr /Ω ca e take from Tale - of the Maual, i lieu of cruchig Equatios E3- through E3-. 6 Copyright 0 3

33 April 9, 0 Coectios with Flat Bar Gussets Part LIMIT STATE CHECKS CONNECTION Gusset Limit States Bucklig (E3) o L i KL/r take as L i L L x EQ EQ a o For flat ar coectios, the Whitmore width does ot apply. Take the effective H V θ w l w width as w i Ag = wt i g o Use K=0.70 (see Dowswell 006 ad/or AISC DG9) 6 LIMIT STATE CHECKS CONNECTION Gusset Limit States Gross shear o horizotal sectio; sectios a or (J) P = 0.6 F A (J-3) y gv φ =.00, Ω=.0 A gv = xt i g L w H θ V L x EQ EQ a Shear rupture o horizotal sectio; sectios a or (J) P = 0.6 F A (J-) u v φ = 0.7, Ω=.00 A v = xt i g l w 66 Copyright 0 33

34 April 9, 0 Coectios with Flat Bar Gussets Part CONNECTION Gusset Limit States Gusset-to-Beam Weld LIMIT STATE CHECKS. ( + θ ).39DL 0.si φr =.. ( + θ ) R 0.98DL 0.si = Ω. (LRFD) (ASD) x N a,eq N a V a a x R a θ 67 CONNECTION Gusset Limit States Gusset-to-Beam Weld LIMIT STATE CHECKS x N a,eq N a V a a. ( + θ ).39DL 0.si φr =.. ( + θ ) R 0.98DL 0.si = Ω. (LRFD) (ASD) x R θ a N ieq, N + i θ = ta Vi ( ) ieq, i i R= N + N + V L = x i The. factor is the ductility factor that accouts for o-uiform distriutio of 68 stresses alog iterface Copyright 0 3

35 April 9, 0 Coectios with Flat Bar Gussets Part LIMIT STATE CHECKS BEAM Local Limit States From Cocetrated Forces We Yieldig (J0) L L x Δ Δ a e ( ) R = F t k+ l (J0-) yw w φ =.00, Ω=.0 Va N a V N N a,eq N,eq l =iterface legth, x i k=k des (Maual, Part ) 69 LIMIT STATE CHECKS BEAM Local Limit States From Cocetrated Forces We Yieldig (J0) L L x Δ Δ a e ( ) R = F t k+ l (J0-) yw w φ =.00, Ω=.0 Va N a V N N a,eq N,eq It is assumed i this presetatio that poits a ad are located a distace greater tha the depth of the memer from the ed of the eam. If this is ot the case, refer to Equatio J Copyright 0 3

36 April 9, 0 Coectios with Flat Bar Gussets Part LIMIT STATE CHECKS BEAM Local Limit States From Cocetrated Forces We Cripplig (J0) L L x Δ Δ a e Va N a V N N a,eq N,eq l t R = + φ = 0.7, Ω=.00. EF t w yw f 0.80tw 3 (J0-) d t f tw It is assumed i this presetatio that poits a ad are located a distace greater tha oe-half the depth of the memer (d/) from the ed of the eam. If this is ot the case, refer to Sectio J0.3 (Equatios J0-a ad J0-). 7 BEAM LIMIT STATE CHECKS Local Limit States From Cocetrated Forces We Compressio Bucklig (J0) P,top P,top Needs to e checked whe races frame to oth the top ad ottom sides of the eam (two-story x-race cofiguratio) ad a C-C load case eeds to e cosidered (RARE!). P,ot Leads to N a N a,eq N N,eq P,ot Refer to Sectio J0., Equatio J0-8 Va V a a Va V N a N N a,eq N,eq 7 Copyright 0 36

37 April 9, 0 Coectios with Flat Bar Gussets Part LIMIT STATE CHECKS BEAM Beam shear ad edig distriutio alog the legth of the eam Δ Δ BEAM NODE e a NODE H H V V COLUMN COLUMN a c L R 0 V (c-l g/)-v (c+l g/)+(h +H )e L SHEAR DIAGRAM R +V -V (a-l g/)+v (a+l g/)-(h +H )e L R R (a-l g/) 0 MOMENT DIAGRAM He He Represetative eam shear ad momet distriutio usig resultat loads 73 LIMIT STATE CHECKS BEAM Beam shear ad edig distriutio alog the legth of the eam Flexure (F) M = M = F Z p y x φ = 0.90, Ω=.67 (F-) COLUMN Δ Δ BEAM NODE a e NODE H H V V a c L R +V V (c-l g/)-v (c+l g/)+(h +H )e -V (a-l g/)+v (a+l g/)-(h +H )e L L R 0 R SHEAR DIAGRAM R (a-l g/) COLUMN 0 MOMENT DIAGRAM He He Assume LTB is ot applicale (i.e., compressio flage is CLB) 7 Copyright 0 37

38 April 9, 0 Coectios with Flat Bar Gussets Part LIMIT STATE CHECKS BEAM Beam shear ad edig distriutio alog the legth of the eam Shear (G) V = 0.6F A C (G-) y w v φ =.00, Ω=.0 COLUMN Δ Δ BEAM NODE a e NODE H H V V a c L R +V V (c-l g/)-v (c+l g/)+(h +H )e -V (a-l g/)+v (a+l g/)-(h +H )e L L R 0 R SHEAR DIAGRAM R (a-l g/) COLUMN 0 MOMENT DIAGRAM He He The φ ad Ω factors give aove assumes rolled I-shapes with h t w. E F y 7 CHEVRON BRACE CONNECTIONS Flat Bar Gussets PART : No-Seismic Applicatios FRAME BEAM FLAT BAR FLAT BAR BRACE BRACE 76 Copyright 0 38

39 April 9, 0 Coectios with Flat Bar Gussets Part 30' The elevatio of a raced frame is 7' 3' show. The frame is used i a structure with desig criteria such that the race coectios require o seismic stregth or detailig. A aalysis of the structure produces the followig loadig ad race forces. Wx k/ft.8 k/ft.8 k/ft.8 k/ft Wx09 Roof 6' ' ' ' Level 3 Level Level 8' The race forces show are a result of factored LRFD load comiatios ' ' HSS6x6x HSS7x7x 77 30' 7' 3' 30' 7' 3' V r =87 kips 0.7 k/ft 0.7 k/ft V r =87 kips V 3 =6 kips V =38 kips V = kips HSS6x6x HSS7x7x Wx09.8 k/ft.8 k/ft.8 k/ft.8 k/ft Wx09 6' ' ' ' 8' 8' 6' ' ' ' Wx09.8 k/ft.8 k/ft Wx09 V 3 =6 kips V =38 kips V = kips HSS6x6x HSS7x7x ' ' ' ' 78 Copyright 0 39

40 April 9, 0 Coectios with Flat Bar Gussets Part 30' 7' 3' 30' 7' 3' V r =87 kips V 3 =6 kips V =38 kips V = kips HSS6x6x HSS7x7x Wx09 (T) 86(T) 8(T) 8(T) 0.7 k/ft 0.7 k/ft.8 k/ft.8 k/ft.8 k/ft 68(C) 0(C) 9(C) 63 (C) Wx ' ' 6. 6' ' ' ' 8' 8' 6' ' ' ' Wx09 7(C) 9(C) 63(C) 63(C).8 k/ft.8 k/ft.8 k/ft 7(T) 7(T) 98(T) 8(T) ' ' Wx V r =87 kips V 3 =6 kips V =38 kips V = kips HSS6x6x HSS7x7x 79 For the joit at Level,. Perform all of the appropriate limit state checks for the flat ar race coectio show.. Draw the eam shear ad momet diagrams for the eam cosiderig the applied gravity loads ad the loads determied to act at the gusset-to-eam iterfaces. Wx09 30' 7' 3' 0.7 k/ft,-7.8 k/ft ,-63 8,-63.8 k/ft.8 k/ft 7,-68 7,-0 98,-9 8,-63 Wx09 Roof 6' ' ' ' Level 3 Level Level 8' Negative sig o race forces idicates compressio ' ' HSS6x6x HSS7x7x Copyright 0 0

41 April 9, 0 Coectios with Flat Bar Gussets Part 30' For the joit at Level, 7' 3' 3. Check the eam for the followig limits states: a) We Local Yieldig ) We Local Cripplig c) Beam Shear d) Beam Bedig Wx k/ft,-7.8 k/ft ,-63 8,-63.8 k/ft.8 k/ft 7,-68 7,-0 98,-9 8,-63 Wx09 Roof 6' ' ' ' Level 3 Level Level 8' Negative sig o race forces idicates compressio ' ' HSS6x6x HSS7x7x For the joit at Level, 30' 7' 3'. Determie the required we douler plate thickess if oe is required, ad provide all appropriate details for same. Wx k/ft,-7.8 k/ft ,-63 8,-63.8 k/ft.8 k/ft 7,-68 7,-0 98,-9 8,-63 Wx09 Roof 6' ' ' ' Level 3 Level Level 8' Negative sig o race forces idicates compressio ' ' HSS6x6x HSS7x7x Copyright 0

42 April 9, 0 Coectios with Flat Bar Gussets Part '- 8 " 3 6 " '- 3 8 " 8 " 6 6 8" 8 " " a PL " 6" 8 " 7" 6 6 ".0" HSS7x7x 8, -63 PL 8" HSS7x7x 98, Desig Iformatio for Level Brace Coectio 83 8 The race coectio desig cosiders the worst case T-C ad C-T load cases. However, whe checkig eam limit states, check oly the T-C load case as show elow. I practice oth load cases eed to e cosidered kips HSS7x7x HSS7x7x 30' 7' 3' 0.7 k/ft,-7.8 k/ft ,-63 9 kips 8 Load Case for check eam limit states Wx09.8 k/ft.8 k/ft 8,-63 7,-68 7,-0 98,-9 8,-63 ' ' Wx09 Roof 6' ' ' ' Level 3 Level Level 8' HSS6x6x HSS7x7x Copyright 0

43 April 9, 0 Coectios with Flat Bar Gussets Part The followig iformatio is give: 30' 7' 3' HSS shapes: A00-B Wide Flage shapes: A99-0 Plate material: A7-0 Flat ar material: A7-0 Wx k/ft Roof,-7.8 k/ft ,-63 8,-63.8 k/ft.8 k/ft 7,-68 7,-0 98,-9 8,-63 Wx09 6' ' ' ' Level 3 Level Level 8' ' ' HSS6x6x HSS7x7x SOLUTION Sectio ad Material Properties HSS7x7x/ F = 0ksi d =.i A=.6i t = 0.770i r =.63i f y F = 6ksi k u f des = 9.0i =.7i k = /6i F = 6ksi y F = 8ksi u = h =. t t t = 0.6i des workale flat =.7i Wx09 30' 7' 3' 0.7 k/ft,-7.8 k/ft ,-63 8,-63.8 k/ft.8 k/ft 7,-68 7,-0 98,-9 8,-63 Wx09 Roof 6' ' ' ' Level 3 Level Level 8' ' ' HSS6x6x HSS7x7x Copyright 0 3

44 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION '- 3 8 " '- 8 " 3 6 " 8 " BRACE Brace-to-Gusset Compoet Brace Forces PrT = 8kips 9.87 θ = ta = 39. H = cos(39.)(8) = 9.kips V = si(39.)(8) = 7.kips HSS7x7x 8, -63 8" 8 " " a PL " PL 8" 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" 8 PrC = 63kips 9.87 θ = ta = 39. H = cos(39.)(63) = 6kips V = si(39.)(63) = 0kips 87 SOLUTION BRACE Brace-to-Gusset Brace-to-gusset weld φrw =.39DL φrw = (.39)()()(8) φrw = 78kips > 63 kips OK l = 8i> B= 7 i OK HSS7x7x 8, -63 8" 8 " " '- 3 8 " a '- 8 " PL " PL 8" 3 6 " 8 " 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" 8 88 Copyright 0

45 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION '- 3 8 " '- 8 " 3 6 " 8 " BRACE Brace-to-Gusset Brace-to-gusset weld φrw =.39DL φrw = (.39)()()(8) φrw = 78kips > 63 kips OK l = 8i> B= 7 i OK HSS7x7x 8, -63 8" 8 " " a PL " PL 8" 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" Shear rupture of race walls 8 φr = φ0.6f lt u des φr = (0.7)(0.6)(8)()(8)(0.6) φr = 388kips > 63 kips OK 89 SOLUTION BRACE Brace-to-Gusset Brace tesile rupture o et sectio A =.6 ()(0.)( ) = 0.9i B + BH 7 + (7)(7) x = = =.6i ( B+ H) (7 + 7).6 U = = = 0.67 l 8 φr = φfuau φr = (0.7)(8)(0.9)(0.67) φr = 39kips> 8 kips OK HSS7x7x 8, -63 8" 8 " " '- 3 8 " a '- 8 " PL " PL 8" 3 6 " 8 " 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" 8 90 Copyright 0

46 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION '- 3 8 " '- 8 " 3 6 " 8 " BRACE Brace-to-Gusset Brace tesile rupture o et sectio A =.6 ()(0.)( ) = 0.9i B + BH 7 + (7)(7) x = = =.6i ( B+ H) (7 + 7).6 U = = = 0.67 l 8 φr = φfuau φr = (0.7)(8)(0.9)(0.67) φr = 39kips> 8 kips OK HSS7x7x 8, -63 8" 8 " " a PL " PL 8" 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" 8 Note that I use the omial race wall thickess to calculate A The 0. is to accout for a slot width equal to t g + /8 9 SOLUTION '- 3 8 " '- 8 " 3 6 " 8 " BRACE - Gusset Tesile yield φr = φf A = φf wt y g y g φr = (0.90)(0)(8.0)(0.6) φr = 39kips> 8 kips OK 6 6 HSS7x7x 8, -63 8" 8 " " a PL " PL 8" 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" Copyright 0 6

47 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION '- 3 8 " '- 8 " 3 6 " 8 " BRACE - Gusset Tesile yield φr = φfyag = φfywt g φr = (0.90)(0)(8.0)(0.6) φr = 39kips> 8 kips OK 6 6 HSS7x7x 8, -63 8" 8 " " a PL " PL 8" 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" Tesile rupture φr = φf A = φf wt u g φr = (0.7)(6)(8.0)(0.6) φr = 9kips> 8 kips OK 93 SOLUTION BRACE - Gusset Bucklig φr = φf A = φf wt cr g cr g K = 0.70 L= L = 7.37i 9 t 7 8 g 0.6 r = = = 0.80i KL (0.70)(7.37) = = 8.7 r 0.80 φfcr =.3 ( Maual Tale - with KL / r = 9.0) φr = (.3)(8.0)(0.6) φr = kips> 63 kips OK 6 6 HSS7x7x 8, -63 8" 8 " " '- 3 8 " a '- 8 " PL " PL 8" 3 6 " 8 " 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" 8 9 Copyright 0 7

48 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION BRACE - Gusset Shear yield o sectio a φr = φ0.6fyag = φ0.6fyxt g φr = (.0)(0.6)(0)(3.37)(0.6) φr = kips > 6 kips OK HSS7x7x 8, " 0 '- 3 8 " a 6 '- 8 " 6 a '- 8 " 3 6 " '- 3 8 " 8 " " " 8 " ".0" HSS7x7x 98, 9 63 kips kips 9 SOLUTION BRACE - Gusset Shear yield o sectio a φr = φ0.6fyag = φ0.6fyxt g φr = (.0)(0.6)(0)(3.37)(0.6) φr = kips > 6 kips OK Shear rupture o sectio a φr = φ0.6fuav = φ0.6fuxt g φr = (0.7)(0.6)(6)(3.37)(0.6) φr = kips > 6 kips OK 63 kips HSS7x7x 8, " 0 '- 3 8 " a 6 '- 8 " 6 a '- 8 " 3 6 " '- 3 8 " 8 " " " 8 " ".0" HSS7x7x 98, kips 96 Copyright 0 8

49 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION '- 8 " 3 6 " '- 3 8 " 8 " BRACE - Gusset 6 a " Weld at sectio a '- 8 " " N = 0kips V = 6kips M = 0 R= N + V = = 63kips 63 kips 0 θ = ta = u = + θ = + = (.39)()()(3.37)(.) φrw =. φr = 86kips > 63 kips OK.. 0.si (0.)si (39.) HSS7x7x 8, " 0 '- 3 8 " a " 8 " " HSS7x7x 98, kips 97 SOLUTION BRACE Brace-to-Gusset Compoet Brace Forces PrT = 98kips θ = ta = 7.. H = cos(7.)(98) = 66.6kips V = si(7.)(98) = 7.9kips HSS7x7x 8, -63 8" 8 " " '- 3 8 " a '- 8 " PL " PL 8" 3 6 " 8 " 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" 8 PrC = 9kips θ = ta = 7.. H = cos(7.)(9) = 0kips V = si(7.)(9) = 09kips 98 Copyright 0 9

50 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION '- 3 8 " '- 8 " 3 6 " 8 " BRACE Brace-to-Gusset Brace-to-gusset weld φrw =.39DL φrw = (.39)()()(7) φrw = 6kips > 9 kips OK l = 7i B= 7 i OK HSS7x7x 8, -63 8" 8 " " a PL " PL 8" 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" 8 99 SOLUTION BRACE Brace-to-Gusset Brace-to-gusset weld φrw =.39DL φrw = (.39)()()(7) φrw = 6kips > 9 kips OK l = 7i B= 7 i OK Shear rupture of race walls φr = φ0.6fultdes φr = (0.7)(0.6)(8)()(7)(0.6) φr = 30kips > 9 kips OK HSS7x7x 8, -63 8" 8 " " '- 3 8 " a '- 8 " PL " PL 8" 3 6 " 8 " 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" 8 00 Copyright 0 0

51 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION '- 3 8 " '- 8 " 3 6 " 8 " BRACE Brace-to-Gusset Brace tesile rupture o et sectio A =.6 ()(0.)( ) =.0i B + BH 7 + (7)(7) x = = =.6i ( B+ H) (7 + 7).6 U = = = 0.6 l 7 φr = φfuau φr = (0.7)(8)(.0)(0.6) φr = 99kips > 98.0 kips OK HSS7x7x 8, -63 8" 8 " " a PL " PL 8" 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" 8 0 SOLUTION BRACE Brace-to-Gusset Brace tesile rupture o et sectio A =.6 ()(0.)( ) =.0i B + BH 7 + (7)(7) x = = =.6i ( B+ H) (7 + 7).6 U = = = 0.6 l 7 φr = φfuau φr = (0.7)(8)(.0)(0.6) φr = 99kips > 98.0 kips OK HSS7x7x 8, -63 8" 8 " " '- 3 8 " a '- 8 " PL " PL 8" 3 6 " 8 " 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" 8 Note that I use the omial race wall thickess to calculate A The 0. is to accout for a slot width equal to t g + /8 0 Copyright 0

52 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION '- 3 8 " '- 8 " 3 6 " 8 " BRACE - Gusset Tesile yield φr = φfyag = φfywt g φr = (0.90)(0)(8.0)(0.0) φr = 9kips > 98.0 kips OK 6 6 HSS7x7x 8, -63 8" 8 " " a PL " PL 8" 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" SOLUTION '- 3 8 " '- 8 " 3 6 " 8 " BRACE - Gusset Tesile yield φr = φf A = φf wt y g y g φr = (0.90)(0)(8.0)(0.0) φr = 9kips > 98.0 kips OK 6 6 HSS7x7x 8, -63 8" 8 " " a PL " PL 8" 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" Tesile rupture φr = φf A = φf wt u u g φr = (0.7)(6)(8.0)(0.0) φr = 07kips> 98.0 kips OK 0 Copyright 0

53 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION '- 3 8 " '- 8 " 3 6 " 8 " BRACE - Gusset Bucklig φr = φf A = φf w t cr g cr g K = 0.70 L= L = 6.0i 9 t 7 8 g 0.0 r = = = 0.i KL (0.70)(6.0) = = 9. r 0. φfcr =. ( Maual Tale - with KL/r=30.0) φr = (.)(8.0)(0.0) φr = 79kips> 09 kips OK 6 6 HSS7x7x 8, -63 8" 8 " " a PL " PL 8" 6" 7" 8 " 6 6 " HSS7x7x 98, -9.0" 8 0 SOLUTION BRACE - Gusset Shear yield o sectio φr = φ0.6fyag = φ0.6fyxtg φr = (.0)(0.6)(0)(.6)(0.0) φr = 7kips > 0 kips OK HSS7x7x 8, " '- 8 3 " " a 9. '- 8 " 9. '- 3 8 " a '- 8 " 3 6 " " 8 " 3 6 " 0 8 ".0" HSS7x7x 98, 9 8 kips kips 8 06 Copyright 0 3

54 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION BRACE - Gusset Shear yield o sectio φr = φ0.6fyag = φ0.6fyxtg φr = (.0)(0.6)(0)(.6)(0.0) φr = 7kips > 0 kips OK Shear rupture o sectio φr = φ0.6fuav = φ0.6fux tg φr = (0.7)(0.6)(6)(.6)(0.0) φr = 70kips > 0 kips OK 8 kips HSS7x7x 8, " '- 8 3 " " a 9. '- 8 " 9. '- 3 8 " a '- 8 " 3 6 " " 8 " 3 6 " 0 8 ".0" HSS7x7x 98, kips 07 SOLUTION BRACE - Gusset Weld at sectio N = 09kips V = 0kips M = 0 8 kips R= N + V = = 9kips 09 θ = ta = 7. 0 u = + θ = + = (.39)()()(.6)(.3) φrw =. φr = 70kips > 9 kips OK.. 0.si (0.)si (7.) HSS7x7x 8, " '- 8 3 " " a 9. '- 8 " 9. '- 3 8 " a '- 8 " 3 6 " " 8 " 3 6 " 0 8 ".0" HSS7x7x 98, kips 08 Copyright 0

55 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION Beam Limit States Loadig diagram for the T-C load case '- 6 ".8 k/ft '- 3 8 " '- 6 " 8 " '- 8 " 3 6 " '-7" Uiform Loads o Sectio a a kips 8 9 kips 8.0" Uiform Loads o Sectio Va 9.kips va = = ( i/ ft) = 8.7 k / ft x 3.37i Na 7.kips a = = ( i/ ft) = 67. k / ft x 3.37i Ve a (9. kips)(.0 i) ma = = = 8. k ft/ ft x 3.37i V 0kips v = = ( i/ ft) = 0 k / ft x.6i N 09kips = = ( i/ ft) = 3 k / ft x.6i Ve (0 kips)(.0 i) m = = = 0 k ft / ft x.6i SOLUTION Beam Limit States Loadig diagram for the T-C load case.8 k/ft 8.7 k/ft 67. k/ft '- 6 " '- 8 3 " a 0 k/ft 3 k/ft '- 6 " 8 ".0" '-7" Load Diagram for T-C Load Case (uiformly distriuted loads) 0 Copyright 0

56 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION Beam Limit States Loadig diagram for the T-C load case k/ft 69. k/ft.8 k/ft '- 6 " 8. k-ft/ft 0 k-ft/ft a 9 k '- 8 3 " '- 6 8 " " '-7".0".8 k/ft Equivalet Beam Model for T-C Load Case k/ft 69. k/ft.8 k/ft '- 6 " 8. k-ft/ft 0 k-ft/ft a 9 k '- 8 3 " '- 6 8 " " '-7".0".8 k/ft. 0 SHEAR DIAGRAM (kips) '-8 6 " 8'-6" V u,max =9. k 7' " ' " MOMENT DIAGRAM (kip-ft) M u,max =9.9 k-ft Copyright 0 6

57 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION Beam Limit States Bedig φm = 80 k ft ( Maual Tale 3-6) M = 9.9k ft < φm = 80 k ft OK u Shear φv = 30 k ( Maual Tale 3-6) V = 9.k < φv = 30 k OK u Sice the eam has sufficiet availale shear ad edig stregth, o we doulers or cover plates are required Part of this example prolem eeds o further cosideratio. 3 SOLUTION Beam Limit States.8 k/ft '- 3 8 " '- 6 " 8 " '- 8 " 3 6 " We Local Yieldig ( ) φr = φf t k+ l yw w [ ] φr = (.00)(0)(0.70) ()(.7) +.6 φr = k > 09 k OK 8 kips a kips 8 Copyright 0 7

58 April 9, 0 Coectios with Flat Bar Gussets Part SOLUTION Beam Limit States.8 k/ft '- 3 8 " '- 6 " 8 " '- 8 " 3 6 " We Local Cripplig φr w = φ0.80tw + 3 f a kips 9 kips (9, 000)(0)(0.77) φr = (0.7)(0.80)(0.7) φr = 3k > 09 k OK. l t EF t d t tw Note that We Local Cripplig is checked agaist the 09k force ecause it is a compressive force actig o the flage ot ecause it is the larger of the two ormal forces. yw f CHEVRON BRACE CONNECTIONS PART : No-Seismic Applicatios FRAME BEAM FLAT BAR FLAT BAR This Cocludes Part BRACE BRACE Iverted V-Type Cofiguratio Questios? Commets Frame Colum, Typical Frame Beam, Typical V-Type Cofiguratio Two-Story X-Brace Cofiguratio 6 Copyright 0 8

59 April 9, 0 Coectios with Flat Bar Gussets Part NEXT WEEK April 6, 0 :30 p.m. EDT Flat Bar ad Idividual Shaped Gussets PART : Seismic Applicatios FRAME BEAM SHAPED SINGLE SHAPED SINGLE t t REINF. PL BRACE HINGE LINE, TYP. REINF. PL BRACE 7 CEU/PDH Certificates Withi usiess days You will receive a o how to report attedace from: registratio@aisc.org. Be o the lookout: Check your spam filter! Check your juk folder! Completely fill out olie form. Do t forget to check the oxes ext to each attedee s ame! Copyright 0 9

60 April 9, 0 Coectios with Flat Bar Gussets Part CEU/PDH Certificates Withi usiess days New reportig site (URL will e provided i the forthcomig ). Userame: Same as AISC wesite userame. Password: Same as AISC wesite password. Copyright 0 60

61 April 9, 0 Coectios with Flat Bar Gussets Part Thak You Please give us your feedack! Survey at coclusio of weiar. Copyright 0 6