SectionNAMEAx(m2)DBfTfTwIz(Cm4)Ix (cm4)CtlyZxZyHEA100A15.6911005.54.22371.60.9925828HEA120A18.61091205.54.241320.91598441HEA10021.296100853494.70.91348341HEA140A2312814064.37192.9127512460HEA12025.3114120856065.6123111959HEB100261001001064509.1116710451HEA160A30.414816074.512835.11.147919091HEA14031.41331408.55.5103381.238917385HEB12034120120116.586414.41.131816581HEA180A36.51671807.5519677.11.3730258124HEA16038.815216096167310.91.3616245118HEB14043140140127150921.81.3550245120HEA200A44.118620085.529449.71.41068347163HEA18045.31711809.56251014.21.4925325156HEA220A51.52052208.56417012.91.61510445209HEM10053.21201062012114376.41.6399236116HEA20053.8190200106.5369218.61.51336429204HEB16054.3160160138249232.21.5889354170HEA240A60.422424096.5583516.41.72077571264HEA22064.3210220117541027.11.71955568271HEB18065.3180180148.5383145.11.61363481231HEM12066.41401262112.520181051.7703351172HEA260A692442609.56.5798121.21.82788714328HEA24076.8230240127.5776338.21.82769745352HEA280A782642801071056026.823664873399HEB20078.1200200159569661.41.82003643306HEM14080.6160146221332911401.91144494241HEA26086.825026012.57.51045046.31.93668920430HEA300A88.928330010.57.51380033.62.647341065482HEA320A94.63013001181645039.22.449591196506HEM16097.1180166231450981842.11759675325HEA28097.32702801381367056.52.147631112518HEA340A10132030011.58.51955045.62.751851341529HEB2401062402401710112601072.139231053498HEA360A1073393001292304052.8354101495553HEA300113290300148.51826075.32.263101383641HEB26011826026017.510149201252.251351283602HEA400A118378300139.53125067.53.458611824600HEA32012431030015.59229301022.469851628710HEA450A12742530013.5104189078.1460882183624HEM2001312202062515106402922.436511135543HEB2801312802801810.5192701482.365951534718HEA34013333030016.59.5276901232.674361850756HEA500A1374723001410.554640904.863142576649HEA36014335030017.510330901472.978872088802HEM2201492402262615.5146003602.550121419679HEB3001493003001911251701862.585631869870HEA550A1535223001511.572870115.65.667673128699HEA4001593903001911450701913.485642562873HEB32016132030020.511.5308202332.792392149939HEA600A16457130015.512918701326.469933623724HEB34017134030021.512366602702.996902408986HEA650A1766203001612.5113900126.18.472214160751HEA4501784403002111.5637202573.994653216966HEB36018136030022.512.5431903103.11014026831032HEA700A19167030017131427001958.276734840800HEB4001984003002413.5576803823.71082032321104HEA5001984903002312869703364.51037039491059HEM2402002702483218242907272.9815321171006HEA5502125403002412.51119003865.21082046221107HEA800A21877030018142089002571081346225857HEB4502184503002614798904854.21172039821198HEM26022029026832.5183131082131045025241192HEC30022532030529164095066531374029271374HEA60022659030025131412004405.91127053501156HEB5002395003002814.51072006054.81262048151292HEM2802403102883318.5395509273.11316029661397HE650A2426403002613.51752004486.61172061361205HEA900A252870300201530110033511.890417999958HEB55025455030029151367006795.51308055911341HEA7002606903002714.521530051441218070321257HEB6002706003003015.51710007596.21353064251391HEA1000A282970300211640650040313.9950197771016HEB65028665030031162106007396.91398073201441HEA80028679030028153034005979.11264086991312HEM30030334031039215920016343.61940040781913HEB70030670030032172569008317.81444083271495HEM32031235930940216813017563.71971044351951HEM34031637730940217637017633.91971047181953HEM36031939530840218487017644.11952049891942HEA900321890300301642210073710.813550108101414HEM400326432307402110410017734.51934055711934HEB8003348003003317.53591009469.414900102301553HEM4503354783074021131500179151934063311939HEM500344524306402116190018035.61915070941932HEA10003479903003116.555380082213.114000128201470HEM550354572306402119800018226.21916079331937HEM600364620305402123740018356.91898087721930HEB9003719003003518.5494100113711.115820125801658HEM650374668305402128170015797.61898096571936HEM700383716304402132930015898.318800105401929HEB100040010003003619644700125412.916280148601716HEM800404814303402144260016469.818630124901930HEM9004249103024021570400167111.418450144401929HEM100044410083024021722300170113.118460165701940AngleR1DBtpAg20x20x322020325x25x322525325x25x422525430x30x32.53030330x30x42.53030435x35x3_51.7535353.535x35x42.53535435x35x52.53535540x40x434040440x40x534040540x40x634040645x45x4_53.545454.545x45x53.54545550x50x53.55050550x50x63.55050650x50x73.55050760x60x646060660x60x846060870x70x74.57070780x80x858080880x80x10580801090x90x95.590909100x100x106100100101920100x100x126100100122270120x120x126.5120120122750120x120x156.5120120153390150x150x158150150154300

SketchInput parametersabBeamn1 rows @ pDdn2 rows @ p1can4 rowcolumngm'End plateStandard end plate moment connections

Moment connectionUHDEPROJECT NO.:66-6455-700PAGE NO:1of5PREPARED BY:JVCDATE:13-May-10CHECKED BY:MGAORDINARY MOMENT FRAME CONNECTION DESIGN PER AISC 341-05SECTION DATA:ASTM A36fy235N/mm2fu360N/mm2Welds480N/mm2COLUMN SECTIONHEA240d=230mmtw=7.5mmbf=240mmAg=7680mm2Zx=745000mm3tf=12mmkdes=33mmkdet=33mmT=164mmBEAM SECTIONHEA200d=190mmtw=6.5mmbf=200mm(BEAM NO. 2021)k1=28mmZx=429000mm3tf=10mmBeam Length, L=3000.0mmDESIGN OF CONNECTION:Determine the expected shear force at the plastic hinge:The required shear strengthVbeam=2 ( 1.1 Ry Mpcol) / L(Ref. AISC 341, 11.2a)=192.5825kNAssumed plasticFor ASTM A36, Ry = 1.5,Mpcol = fy x Zxcolhinge location1.5Vgravity=30.824kN( From STAAD output,Node1017L/C505Beam1009Vu conn = Vgravity + Vbeam=223.4065kNAlternate value of shear as per analysis =25.5kN( Node 2001 L/C 203 Beam 2021 )Node2001L/C203Beam2021(Ref AISC 341, 11.2a (4) )Check column panel zone shear strength:Moment at beam end=68.3kN-m( Node 2001 L/C 203 Beam 2021 )Required panel zone strength for one sided moment connection,Rn = Mn / (db - tf)=379.44kNAxial load on column for seismic, Pr=15.975kNUHDEPROJECT NO.:66-6455-700PAGE NO:2of5PREPARED BY:JVCDATE:13-May-10CHECKED BY:ORDINARY MOMENT FRAME CONNECTION DESIGN PER AISC 341-05As Pr < 0.75.Py = 0.75 x 0.6.fy x Ag=812.16kN0Rv = 0.60 x fy x dc x tw 1 + 3.bcf.tcf2W=1.67Wdb.dc.twW=191.7kN(Refer AISC 360, J10-11)Provide doubler plate of 10 in on both sides.Size of continuity plates:Per seismic provisions AISC 341, Section 11.5, continuity plates are required because tcf < bf / 6.A thickness > or = one half of the beam flange thickness is required.For tf = 10 in, provide10mm. continuity plate thickness.0The minimum stiffener width to match beam flange width,(bfb - twc) / 2=96.25mmSay100mmUse 2 pairs of10mm x100mm continuity plates in the column at locations top& bottom beam flanges.Connection design - continuity plates to column flange:Per AISC 341 provisions, section 11.5, required strength of this connection must be greater than orequal to the design strength of the contact area of continuity plate with column flange. Using thestrength increase in transverse loaded fillet welds allowed by AISC 360, section J2.4, minimumrequired double sided weld size is,W1=1.67Dmin = (fy . t / W1) / (2 x 1.5 x 0.707 x 0.6 x 70 / W2)W2=2.00=5mm Say6mm0Use double sided6in fillet welds to connect the continuity plates to the column flanges.which satisfy the minimum size of fillet weld permitted by AISC 360, Table J2.3.UHDEPROJECT NO.:66-6455-700PAGE NO:3of5PREPARED BY:JVCDATE:13-May-10CHECKED BY:ORDINARY MOMENT FRAME CONNECTION DESIGN PER AISC 341-05Connection design - continuity plates to column web:Per section 7.5 of AISC 341, the inner corners of continuity plates along web must be clipped approx.`kdet - tf + 40 mm=61.0Say65mmUse a65in clip dimension along the web.Per AISC 341, section 11.5, the required strength of the connection of the continuity plates to thecolumn web shall be least of the following four forces,1. The sum of design strengths of the connection of the continuity plate to the column flanges.With a corner clip along the flange of30mmW=1.67Rn / W = 2 x fy x Agt / W=197.01kN(Agt = (Stiff. w - Corner Clip) x cont. plt thk)(Ref AISC 360, J4-1)2. The design shear strength of the contact area of the plate with the column web. With a corner webof65mmW=1.5L = dc - 2.tfc - 2 x65=76mmRn / W = 0.6 x fy x Agv / W=71.44kN(Agv = L x continuity plate thk)(Ref AISC 360, J4-3)3. The weld design strength that develops the design shear strength of the column panel zone,Rn =( 191.72 x 1.67) / 2=160.09kN4. The actual force transmitted by the stiffener. This is half the difference between the beam flangeforce & the least design strength from AISC 360, section J10. The column strength is based on theflange force being delivered less than d from the top of the column. The length of bearing is,N = tbf =10mmThe column yielding strength is,W=1.50Rn / W = (2.5 x kdes + N) x fy x tw / W=108.6875kN(Ref AISC 360, J10-3)UHDEPROJECT NO.:66-6455-700PAGE NO:4of5PREPARED BY:JVCDATE:13-May-10CHECKED BY:ORDINARY MOMENT FRAME CONNECTION DESIGN PER AISC 341-05The column web crippling strength with N / d < 0.2 & the load applied at less than d / 2 from themember end is,W=2.00Rn / W = 0.4 x tw2 x [ 1 + 3 (N/d) (tw / tf)1.5] x (E x fyw x tf / tw) / W(Ref AISC 360, J10-5a)=39.54305kNThe column local flange bending strength with the load applied at less than 10tf from the memberend is,W=1.67Rn / W = 1/2 (6.25 x tf2 x fyf) / W=63.32kN(Ref AISC 360, J10-1)The actual force transmitted by the continuity plates is the load resulting from the beam flange forceminus the least design strength based on forces evaluated above. Therefore, for each continuity plate,Rn = 1 / 2 ( 379.44 - 71.44)=154kNTherefore, the required strength of the connection of the continuity plates to the column web is154 k. The minimum required single sided fillet weld size is,Dmin = (Rn) / (0.707 x 0.6 x480 x Iw / W)W=2.00=0.0199033061mm Say6mm(Ref AISC 360, Tbl J2.4)0Use single sided6in fillet welds to connect the continuity plates to the column web.Connection design - Beam flange to column flange:Per AISC 341, section 11.2a (2), if weld access holes are provided, they must comply withAISC 341, Figure 11-1.Use complete joint penetration groove weld to connect the beam flanges to the columnflange. The weld access hole geometry must comply with AISC 341, Fig. 11-1Connection design - Beam web to column flange:# THE MOMENT CONNECTION DESIGN IS ADEQUATE #UHDEPROJECT NO.:66-6455-700PAGE NO:5of5PREPARED BY:JVCDATE:13-May-10CHECKED BY:ORDINARY MOMENT FRAME CONNECTION DESIGN PER AISC 341-05

Check for boltThe connx have been designed for 95%Moment capacity ,50% Shear capacity & 5% Axial capacity of the section.The column sizes have been assumed to be the same as the beam sizes.DESIGN OF STANDARD MOMENT CONNECTIONSBEAM PROPERTIESSYMBOLDESCRIPTIONFORMULAREFERENCEUNITSectionHEA220h2h245.15mmdDepth of the Section210mmDTotal depth of end plate including haunch320mmtwThickness of web7mmbfWidth of flange220mmtfThickness of flange11mmThickness of haunch flg10mmDesign forces (From STAAD output)PAxial force3.272kNV2Vertical shear force40.96kNV3Horizontal shear force1.82kNXi1Xi2M2Minor axis moment0kN-mNo.HEA220HEA220M3Major axis moment55.42kN-m1501002-100Geometric Data3--n1Number of rows of bolt inside the beamClass of bolts 8.82Nos4--n2Number of rows of bolt inside the haunch1Nos5--n3Number of rows of bolt above the beam1Nos6--n4Number of rows of bolt under the haunch of the beam1Nos7--ppitch of the bolts inside the beam0mm8--p1pitch of the bolts inside the haunch0mm9--p2pitch of bolts above the beam010--p3pitch of bolts under the haunch011220260gguage110mm12220-adistance of the first bolt outside beam from top of flange0mm13--bdistance of the first bolt inside beam from top of flange100mm14--csee fig50mm15--dsee fig50mm16--Xmax320mm17--Exi^2190000mm^218320320RxXmax/Exi^20.00219--Fmax. tension in bolts due to M3(M3)/2*Rx46.669kN20--21--BOLTS22--BOLT CHECKING23--NTotal number of bolts2*(n1+n2+n3+n4)1024--BoltDiameter of bolt20All_ShAllowable shear per bolt330(N/mm2)*pi*Bolt^2/451.84kN25--Act_ShActual shear per boltsqrt((V2/N)^2+(V3/N)^2)4.10kNAll_TAllowable tension per bolt0.75*285.6(N/mm2)*pi*Bolt^2/451.84kN26--Act_TActual tension per boltF+P/N47.00kN27--R_shRatio of shearAct_Sh /All_Sh0.079R_TRatio of tensionAct_T /All_T0.907201700190000PASSComb ratioAct_Sh /All_Sh+Act_T /All_T