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["DESIGN OF FLUST-EXTENDED END PLATE CONNECTION"]
["PROJECT :","KING SAUD UNIVERSITY"]
["DATE:","2010-07-23",null,"Prep. By:","S.S.","Check. :","MB","Cert. :","MB"]
["BUILDING:","B#24- GRAND FOYER"]
["Members",null,"Joint","CASE NO","CASE OF LOADING DESCRIPTION"]
[1001,null,500,8,"D + L"]
["DESIGN NOTES AND ASSUMPTIONS :"]
["-All Dimensions in mm ,Forces in ton and stresses t/cm2."]
["-This procedure is deigned for bearing type connections only."]
["-The primary assumption in this approach is that the end plate must substantially yield to produce prying forces "]
["in the bolts.Conversely,if the plate is strong enough,no prying action occurs and the bolts are loaded in direct tension"]
["This simplified assumption allows the designer to directly optimize either the bolt diameter or end-plate thickness"]
["as desired."]
["-The threshold when prying action begins to take place in the bolts at 90% of the full strength of the plate or 0.9Mpl"]
["If the applied load is less than this value, the end plate behaves as a thick plate and prying action can be neglected "]
["in the bolts.Once the applied moment crosses the threshold of 0.9Mpl,the plate can be approximated as a thin plate"]
["and maximum prying is incorporated in the bolt analysis."]
["-Intermediate plate behaviour is a transition from Thick to Thin behaviour and considered as a thin behaviour "]
["during the analysis."]
["-The factored axial load will be converted into an equivalent moment that will be added to the factored "]
["connection moment for axial tension."]
["-The width of end plate ,Which is effective in resisting the applied beam moment shall not be taken greater than"]
["than the beam flange width plus 1 inch in the calculations."]
["-The beam flange to end plate weld can be designed for the required moment strength but not less than 60% of the "]
["specified minimum yield strength of the connected beam flange."]
["-When the full design strength is not required, the beam web to end plate welds should be designed to develop"]
["60% of the minimum specified yield strength of the beam web."]
["-Stitch bolts are sometimes used between the tension and compression flange end plate bolts especially in deep "]
["connections. The purpose of these bolts is to reduce plate separation caused by welding distortions.Because stitch "]
["bolts are located near center of gravity of the member,Contribution to connection strength is small and  is neglected"]
["-The purpose is to design connections Type(FR) or Type\"1\" which is fully restrained moment connections"]
["-Type(1) or \"FR\" connections are traditionally required to carry and end moment greater than or equal to 90%"]
["of the full fixity end moment of the beam and not rotate more than 10% of the simple span rotation."]
["-This procedure is based on Yield line technique to determine end plate thickness and to predict the tension forces"]
["Considering the prying actions."]
["-Yield line are the continous formation of the plastic hinges along a straight or curved lines."]
["-Thick plate behaviour is taken place when plastic hinges is not formed in the split-tee flange and the prying force"]
[" value is equal to \"zero\"."]
["-Thin plate behaviour is taken place when plastic hinges is formed in the split-tee flange and the prying force"]
["value is not equal to \"zero\"."]
["-All loads and internal forces comply with LRFD method (internal forces in ASD Could be muliplied by 1.5)."]
["-Flush End plate connections are typically used for light loads or near moment inflection point."]
["-All Shear Forces assumed to be resisted by compression bolts"]
["-Bolts in tension may be tightened to 70% of the bolt tensile strength or could be snug tightened (for Bolts A325 Only)"]
["-This spreadsheet is designed to check the connection strength for the following limit states :"]
[null,"-Connection Strength Based on End plate Yielding."]
[null,"-Connection Strength Based on bolt rupture without prying action."]
[null,"-Connection Strength Based on bolt fracture w/prying action."]
[]
["-Effect of axial forces will be neglected incase the axial force is compression."]
[]
[null,null,null,null,null,null,null,null,null,null,null,null,"Flush.End.Plate",null,null,"A325N",null,"Flush.End.Plate","Extended.End.Plate",null,null,"Unstiffened","Unstiffened"]
["NOTATIONS",null,null,null,null,null,null,null,null,null,null,null,null,null,null,"A325X",null,"F.2","E.4",null,null,null,"Stiffened Between the bolt tension rows"]
["ɣr-Load Factor to limit connection",null,null,null,"h0-distance from the compression side of the beam",null,null,null,null,null,null,null,null,null,null,"A490N",null,"F.4","E.6",null,null,null,"Stiffened inside the bolt tension rows"]
["      rotation at ultimate moment",null,null,null,"to the outer bolt centerline in extended end plate connection",null,null,null,null,null,null,null,"Unstiffened",null,null,"A490X",null,null,"E.8"]
["      to 10% of simple span rotation",null,null,null,"h1-distance from the compression side of the beam"]
["db-nominal bolt diameter",null,null,null,"to the farthest inner load-carrying bolt line.",null,null,null,null,null,null,null,null,null,null,2,null,"Unstiffened",null,"Unstiffened",null,"Unstiffened"]
["tp-End Plate Thickness",null,null,null,"h2-distance from the compression side of the beam",null,null,null,null,null,null,null,null,null,null,4,null,"Stiffened",null,null,null,"Stiffened"]
["bp-End Plate Width",null,null,null,"to the second farthest inner load-carrying bolt line."]
["h-Total Beam depth",null,null,null,"h3-distance from the compression side of the beam"]
["g-Bolt Gage",null,null,null,"to the third farthest inner load-carrying bolt line.",null,null,null,null,null,null,"2-B flush unstiffened",null,null,{"$f":"(C103/2*(H105*(1/C107 + 1/B117)) + 2/H103 * (H105*(C107+B117)))/10","v":379.36980849608847},"Y=bp/2 [ h1*(1/pf + 1/s) ] + 2/g  * [ h1 (pf + s) ]"]
["Y-Yield line mechanism parameter",null,null,null,"h-Total depth of the beam",null,null,null,null,null,null,"4-B flush unstiffened",null,null,{"$f":"(C103/2*(H105*(1/C107)+H107*(1/B117))+2/H103*(H105*(C107+0.75*C109)+H107*(B117+0.25*C109))+H103/2)/10","v":492.48899204332247},"Y= bp/2 [ h1(1/pf) + h2(1/s) ] + 2/g * [h1(pf+0.75Pb)+h2(s+0.25Pb)]+g/2"]
["Fyp-End plate material yield stress",null,null,null,"Mpl-Connection strength for limit state of end plate yielding",null,null,null,null,null,null,"4-B flush stiffened between",null,null,{"$f":"(C103/2*(H105*(1/C107+1/H109)+H107*(1/B117+1/C110))+2/H103*(H105*(C107+H109)+H107*(B117+C110)))/10","v":848.58359547590931},"Y= bp/2 [ h1(1/pf + 1/ps,o) + h2(1/s + 1 / ps,i) ] + 2/g * [h1(pf + ps,o) + h2 ( s + Ps,i ) ]"]
["s(1/2√bp*g)-Distance from the innermost",null,null,null,"Pf,i-distance from the bolt centerline adjacent to beam tension",null,null,null,null,null,null,"4-B flush stiffened inside",null,null,{"$f":"(C103/2*(H105/C107+H107/B117)+2/H103*(H105*(C107+0.75*C109)+H107*(B117+0.25*C109))+H103/2)/10","v":492.48899204332247},"Y= bp/2 [ h1(1/pf) + h2(1/s) ] + 2/g * [h1(pf+0.75Pb)+h2(s+0.25Pb)]+g/2"]
[" bolt centerline to the innermost ",null,null,null,"flange to the near face of the beam tension flange",null,null,null,null,null,null,"4-B EXTENDED unstiffened",null,null,{"$f":"(C103/2*(H105*(1/C107+1/B117)+H104*(1/C108)-0.5)+2/H103*(H105*(C107+B117)))/10","v":481.86882424411999},"Y=bp/2 [ h1*(1/pf,i + 1/s) + h0(1/pf,o) -0.5  ] + 2/g  * [ h1 (pf,i + s) ]"]
["yield line",null,null,null,"Pf,O-distance from the outer bolt centerline to the outer face ",null,null,null,null,null,null,"4-B EXTENDED-STIFFENED S < de",null,null,{"$f":"(C103/2*(H105*(1/C107+1/B117)+H104*(1/B117+1/C108))+2/H103*(H105*(C107+B117)+H104*(B117+C108)))/10","v":818.8031741426521},"Y=bp/2 [h1 ( 1 / pf,I + 1 /s ) + h0 ( 1/s  + 1 /pf,o )] + 2/g [h1 ( pf,I + s ) + h0 (s + pf,o) ]"]
["Pb-distance from bolt CL to bolt CL",null,null,null,"of the beam tension flange",null,null,null,null,null,null,"4-B EXTENDED-STIFFENED S >= de",null,null,{"$f":"(C103/2*(H105*(1/C107+1/B117)+H104*(1/C108+1/(2*B117)))+2/H103*(H105*(C107+B117)+H104*(B119+C108)))/10","v":766.20032838541954},"Y=bp/2 [h1 ( 1 / pf,I + 1 /s ) + h0 ( 1/2s  + 1 /pf,o )] + 2/g [h1 ( pf,I + s ) + h0 (de + pf,o) ]"]
["Ps,i-distance from the first interior bolt ",null,null,null,"Ps,o-distance from the outer bolt centerline to the outer",null,null,null,null,null,null,"1/2 extended unstiffened",null,null,{"$f":"(C103/2*(H105*(1/C107)+H107*(1/B117)+H104*(1/C108)-0.5)+2/H103*(H105*(C107+0.75*C109)+H107*(B117+0.25*C109))+H103/2)/10","v":594.98800779135399},"Y= bp/2 [ h1(1/pf,i) + h2(1/s) + h0 ( 1 / pf,0) -0.5  ] + 2/g * [h1(pf,i+0.75Pb)+h2(s+0.25Pb)]+g/2"]
["centerline to the inner face of the the ",null,null,null,"face of the stiffener in four-bolt flush connection with ",null,null,null,null,null,null,"1/3 extended unstiffened",null,null,{"$f":"(C103/2*(H105/C107+H108/B117+H104/C108-0.5)+2/H103*(H105*(C107+1.5*C109)+H108*(B117+0.5*C109))+H103/2)/10","v":651.69789581912914},"Y= bp/2 [ h1(1/pf,i) + h3(1/s) + h0 ( 1 / pf,0) -0.5  ] + 2/g * [h1(pf,i+1.5Pb)+h3(s+0.5Pb)]+g/2"]
["stiffener in four-bolt flush connection ",null,null,null,"stiffener between bolt rows",null,null,null,null,null,null,"1/3 extended stiffened s <de",null,null,{"$f":"(C103/2*(H105/C107+H108/B117+H104*(1/B117+1/C108))+2/H103*(H105*(C107+1.5*C109)+H108*(B117+0.5*C109)+H104*(B117+C108))+H103/2)/10","v":988.63224571766136},"Y= bp/2 [ h1(1/pf,i) + h3(1/s) + h0 ( 1 / pf,0)  ] + 2/g * [h1(pf,i+1.5Pb)+h3(s+0.5Pb)+h0(s+Pf,o)]+g/2"]
["with stiffener inside bolt rows",null,null,null,"Pext-End-plate extension beyond the exterior face of ",null,null,null,null,null,null,"1/3 extended stiffened s >= de",null,null,{"$f":"(C103/2*(H105/C107+H108/B117+H104*(1/C108+1/(2*B117)))+2/H103*(H105*(C107+1.5*C109)+H108*(B117+0.5*C109)+H104*(B119+C108))+H103/2)/10","v":936.02939996042892},"Y= bp/2 [ h1 ( 1/pf,I ) + h3(1/s) + h0 ( 1 / pf,o + 1 / 2s )  ] + 2/g * [h1(pf,i + 1.5Pb )+ h3 ( s + 0.5Pb)+h0 (de + Pf,o)] + g/2"]
["de-End-plate extension beyond the ",null,null,null,"the beam tension flange"]
["exterior bolt centerline =pext-pf,o",null,null,null,"Ft-Tensile strength of bolts"]
["tf-Beam Flange Thickness",null,null,null,"Ab-Nominal Bolt area"]
["Pt-Bolt material Ultimate tensile load ",null,null,null,"Mnp-Connection strength for the limit state of"]
["capacity ,proof load = Ab x Ft",null,null,null,"bolt fracture with no prying action"]
["W'-bp/2-(db+1/16)",null,null,null,"ai-Distance from the interior bolt centerline to the"]
["Fi'-Flange force per bolt at the thin plate",null,null,null,"prying force = 3.682 (tp / db)^3 - 0.085"]
["limit when calculating Qmax,I for end ",null,null,null,"ao-Distance from the exterior bolt centerline to the"]
["plate configurations",null,null,null,"prying force = Min of (3.682 (tp / db)^3 - 0.085 , Pext-Pf,o )"]
[" = [tp2*Fpy*(0.85bp/2+0.8w') + πdb3 Ft/8]/(4Pf,i)",null,null,null,"d(0,1,2)-Distance from the Compression flange centerline to the"]
["Qmax,i-Maximum Possible Prying force ",null,null,null," centerline of \"n\" bolt"]
["for interior bolts",null,null,null,"Qmax,o-Maximum Possible Prying force for"]
["Mq-Connection strength for the limit ",null,null,null,"exterior bolts"]
["state of bolt fracture with prying action.",null,null,null,"Tb-Specified pretension load in high strength bolts"]
["Lc-Clear distance in direction of force between",null,null,null,"Table J3.1,AISC(2000) or if if snugg tight,recommended "]
["the edge of the hole and the edge of the ",null,null,null,"percentage of Table J3.1 based on bolt diameter"]
["adjacent hole.",null,null,null,"Lp-Spacing between bolt rows centerlines in compn zone"]
["bf-Width of the flange beam",null,null,null,"tw-Thickness OF the beam web"]
["Iwxx-Welds moment of inertia about the ",null,null,null,"Mnw-Connection Strength Based on Welding to the end plate"]
["major axis of the beam"]
["A)DESIGN INPUT",null,{"$f":"IF(AND(C97=\"Extended.End.Plate\",OR(C98=\"F.2\",C98=\"F.4\")),\"Select the appropriate Bolts & Stiffeners Arrangement.\",IF(AND(C97=\"Flush.End.Plate\",OR(C98=\"E.4\",C98=\"E.6\",C98=\"E.8\")),\"Select the appropriate Bolts & Stiffeners  Arrangement.\",\"\"))","v":""},null,null,null,null,null,null,null,null,null,"Full Tightening",null,"Full Tightening",null,"Full Tightening",null,"Full Tightening"]
["Type of Connection",null,"Extended.End.Plate",null,null,null,"Type of Bolt","A325N",null,null,null,null,"Snug Tightening",null,"Snug Tightening"]
["Bolts Arrangement",null,"E.4",null,null,"Type OF Tightening",null,"Snug Tightening"]
["Stiff. Arrangement",null,"Unstiffened",null,null,null,"tf =",10,"MM",null,null,null,null,null,"Fillet Weld"]
["Tension flange weld",null,"Fillet Weld",null,null,null,"bf =",200,"MM",null,null,null,null,null,"Full Penetration"]
[null,"FExx =",4.09,null,"t/cm2",null,"tw =",13,"MM",null,null,null,null,null,{"$f":"H100-H101-3*H99","v":157},{"$f":"C104/2+H113/2","v":309}]
[null,"tp =",10,"MM",null,null,"db =",19.05,"MM",null,null,null,{"$f":"H107","v":600},null,"bw",{"$f":"C104/2-H99-H113/2","v":281},{"$f":"C104-5*H99","v":550}]
[null,"bp =",203,"MM",null,null,"g =",76.2,"MM",null,null,null,null,null,null,"hw","dw"]
[null,"h =",600,"MM",null,null,"h0 =",673,"MM"]
[null,"Fyp =",3.52,"t/cm2",null,null,"h1 =",565,"MM",null,{"$f":"3*(E121*2.2/(H119*C102/(10*2.54^2)))^2","v":145.6012217423405}]
[null,"Fup =",5,"t/cm2"]
[null,"Pf or Pf,i =",44.45,"MM",null,null,"h2 =",600,"MM",null,{"$f":"H119*(C102/10)^2/(4*B120)/2.54","v":0.69648425681433057},"flush",null,null,null,"extended"]
[null,"Pf,o =",63.5,"MM",null,null,"h3 =",500,"MM",null,null,33,48,null,null,25,{"$f":"IF(C98=\"E.6\",127,IF(C98=\"E.8\",127,64))","v":64},null,null,null,16]
[null,"Pb =",65,"MM",null,null,"Ps,o =",34.93,"MM",null,null,48,76,null,null,64,130,null,null,null,20]
[null,"Ps,i =",31.75,"MM",null,null,"Ps =",20,"MM",null,null,57,95,null,null,70,178,null,null,null,22]
[null,"Pext =",127,"MM",null,null,"Mu =",2018,"ton.cm",null,null,{"$f":"IF(C98=\"F.2\",203,406)","v":406},610,null,null,400,{"$f":"IF(C98=\"E.6\",1575,IF(C98=\"E.8\",1575,610))","v":610},null,null,null,24]
["No.Of bolt rows in Compn =",null,2,null,null,null,"Tu =",0,"ton",null,null,127,152,null,null,152,260,null,null,null,27]
["No.Of bolt cols in Compn =",null,2,null,null,null,"Sf =",18,"MM"]
[null,"Lp =",60,"MM",null,null,"Sw =",4,"MM"]
["B)DESIGN PARAMATERS",null,null,null,null,null,null,null,null,null,null,5,10,null,null,9.5,26,null,null,null,30]
["ɣr  =",{"$f":"IF(C97=M56,1.25,1)","v":1},null,"d0 = ",{"$f":"IF(C97=\"Flush.End.Plate\",0,IF((H104-H99/2)<0,0,H104-H99/2))","v":668},"MM","Ft =",{"$f":"IF(OR(H97=\"A325N\",H97=\"A325X\")=TRUE,6.33,7.95)","v":6.33},"t/cm2",null,null,null,null,null,null,null,null,null,null,null,36]
["s =",{"$f":"IF(AND(C98=\"F.4\",C99=\"Stiffened inside the bolt tension rows\"),IF(H110>=0.5*SQRT(C103*H103),0.5*SQRT(C103*H103),H110),0.5*SQRT(C103*H103))","v":62.18641330708823},"MM","d1 = ",{"$f":"IF((H105-H99/2)<0,0,H105-H99/2)","v":560},"MM","Ab =",{"$f":"PI()*(H102/10)^2/4","v":2.8502295699234246},"CM2",null,null,null,"ao",{"$f":"(3.682*(C102/H102)^3-0.085)*2.54","v":1.1368967796676333},null,null,"extended","flush"]
["pf,i =",{"$f":"IF(C107>B117,B117,C107)","v":44.45},"MM","d2 =",{"$f":"IF(OR((H107-H99/2)<0,C98=\"E.4\",C98=\"f.2\"),0,H107-H99/2)","v":0},"MM","Y =",{"$f":"IF(AND(C97=\"flush.end.plate\",C98=\"F.2\",C99=\"Unstiffened\")=TRUE,O65,IF(AND(C97=\"flush.end.plate\",C98=\"F.4\",C99=\"Unstiffened\"),O66,IF(AND(C97=\"flush.end.plate\",C98=\"F.4\",C99=\"Stiffened Between the bolt tension rows\")=TRUE,O67,IF(AND(C97=\"flush.end.plate\",C98=\"F.4\",C99=\"Stiffened inside the bolt tension rows\")=TRUE,O68,IF(AND(C97=\"Extended.end.plate\",C98=\"E.4\",C99=\"Unstiffened\")=TRUE,O69,IF(AND(C97=\"Extended.end.plate\",C98=\"E.4\",C99=\"stiffened\",B117<B119)=TRUE,O70,IF(AND(C97=\"Extended.end.plate\",C98=\"E.4\",C99=\"stiffened\",B117>=B119)=TRUE,O71,IF(AND(C97=\"Extended.end.plate\",C98=\"E.6\",C99=\"Unstiffened\")=TRUE,O72,IF(AND(C97=\"Extended.end.plate\",C98=\"E.8\",C99=\"Unstiffened\")=TRUE,O73,IF(AND(C97=\"Extended.end.plate\",C98=\"E.8\",C99=\"stiffened\",B117<B119)=TRUE,O74,IF(AND(C97=\"Extended.end.plate\",C98=\"E.8\",C99=\"stiffened\",B117>=B119)=TRUE,O75)))))))))))","v":481.86882424411999},"CM",null,null,null,"ao",{"$f":"C111-C108","v":63.5},null,null,{"$f":"2*(E120-H121)*E116/10+2*(E120-H120)*(E117+E119)/10+2*E122*E118/10","v":2933.2278674697627},{"$f":"2*(E120-H120)*(E117+E118)/10","v":1343.3803117310003},null,null,"SHEAR STRENGTH"]
["de =",{"$f":"IF(C97=\"Flush.End.Plate\",\"Not Required\",C111-C108)","v":63.5},"MM","d3 =",{"$f":"IF(OR((H108-H99/2)<0,C98=\"F.2\",C98=\"F.4\",C98=\"E.4\",C98=\"E.6\"),0,H108-H99/2)","v":0},"MM","w' =",{"$f":"(C103/2-(H102+2))/10","v":8.0449999999999999},"CM",null,null,null,null,null,null,null,{"$f":"2*(E120-H121)*E116/10+2*E122*(E117+E118+E119)/10","v":2297.0921203012813},{"$f":"2*E122*(E117+E118)/10","v":707.2445645625188},null,null,3.3759999999999999,"A325N"]
["ai =",{"$f":"(3.682*(C102/H102)^3-0.085)*2.54","v":1.1368967796676333},"CM","Pt =",{"$f":"H116*H117","v":18.041953177615277},"ton","Qmax,i =",{"$f":"IF(H119/2.54*(C102/25.4)^2/(4*B120/2.54)*SQRT((C105*14.22)^2-3*(E121*2.2/(H119*C102/(10*2.54^2)))^2)*0.454<=0,\"End Plate Is not Adequate\",H119/2.54*(C102/25.4)^2/(4*B120/2.54)*SQRT((C105*14.22)^2-3*(E121*2.2/(H119*C102/(10*2.54^2)))^2)*0.454)","v":6.0474861085884877},"ton",null,null,null,null,null,null,null,{"$f":"2*(E120-H120)*(E117+E119)/10+2*E122*(E116+E118)/10","v":2187.0220423162909},null,null,null,4.22,"A325X"]
["ao =",{"$f":"IF(C97=\"Flush.End.Plate\",\"Not required\",MIN(N117:N118))","v":1.1368967796676333},"CM","Fi' =",{"$f":"((C102/10)^2*C105*(0.85*C103/20+0.8*H119)+PI()*(H102/10)^3*H116/8)/(4*B118/10)","v":3.9487334309155533},"ton","Qmax,o =",{"$f":"IF(C97=\"Flush.End.Plate\",\"Not Required\",IF(Q124<0,\"End Plate Is not adequate\",Q124))","v":6.1418966226844205},"ton",null,null,null,null,null,null,null,{"$f":"2*E122*(E116+E117+E118+E119)/10","v":1550.8862951478091},null,null,null,4.22,"A490N"]
["Fo' =",{"$f":"IF(C97=\"Flush.End.Plate\",\"Not Required\",E121*B118/C108)","v":2.7641134016408873},"ton","Tb =",{"$f":"IF(H98=\"Full Tightening\",E120*0.7,IF(H102<=16,E120*0.75*0.7,IF(H102=19.05,E120*0.5*0.7,IF(H102=22,E120*0.375*0.7,E120*0.25*0.7))))","v":6.3146836121653465},"ton","Mu =",{"$f":"H112/2*(C104-H99)/10+H111","v":2018},"ton.cm",null,null,null,null,null,null,null,null,null,null,null,5.2750000000000004,"A490X"]
["Iwxx = ",{"$f":"(H100*H113^3/12*2+2*H100*H113*P101^2+2*O101*H113^3/12+2*O101*H113*P102^2+2*H114*Q102^3/12)/10000","v":124501.44426666667},"cm4","Lc =",{"$f":"C114-(H102+2)","v":38.950000000000003},"MM","Fnv =",{"$f":"IF(H97=\"A325N\",U119,IF(H97=\"A325X\",U120,IF(H97=\"A490N\",U121,U122)))","v":3.3759999999999999},"t/cm2"]
["Connection Behaviour",null,null,{"$f":"IF(B142<0.9,\"Thick Plate Behaviour (No prying Action)\",\"Thin Plate Behaviour(W/Prying action)\")","v":"Thin Plate Behaviour(W/Prying action)"},null,null,null,null,null,null,null,null,null,{"$f":"IF(B142<0.9,\"Thick\",\"Thin\")","v":"Thin"},null,null,{"$f":"H119/2.54*(C102/25.4)^2/(4*B121/2.54)*SQRT((C105*14.22)^2-3*(B122*2.2/(H119/2.54*C102/25.4))^2)*0.454","v":6.1418966226844205}]
["C)LIMITS OF APPLICABILITY"]
["1)",{"$f":"IF(C97=\"Flush.End.Plate\",L108,P108)","v":25}," ≥  Pf   ≥",{"$f":"IF(C97=\"Flush.End.Plate\",M108,Q108)","v":64},{"$f":"IF(AND(C107>=B126,C107<=D126)= TRUE,\"OK\",\"Values is not within the limits of Applicability\")","v":"OK"},null,null,null,null,null,null,null,null,null,{"$f":"IF(AND(J103=\"flush.end.plate\",J104=\"F.2\",J105=\"Unstiffened\")=TRUE,V69,IF(AND(J103=\"flush.end.plate\",J104=\"F.4\",J105=\"Unstiffened\"),V70,IF(AND(J103=\"flush.end.plate\",J104=\"F.4\",J105=\"Stiffened Between the bolt tension rows\")=TRUE,V71)))","v":false}]
["2)",{"$f":"IF(C97=\"Flush.End.Plate\",L109,P109)","v":64}," ≥  Pb  ≥",{"$f":"IF(C97=\"Flush.End.Plate\",M109,Q109)","v":130},{"$f":"IF(OR(AND(C109>=B127,C109<=D127)= TRUE,C98=\"F.2\")=TRUE,\"OK\",\"Values is not within the limits of Applicability\")","v":"OK"}]
["3)",{"$f":"IF(C97=\"Flush.End.Plate\",L110,P110)","v":70}," ≥  g    ≥",{"$f":"IF(C97=\"Flush.End.Plate\",M110,Q110)","v":178},{"$f":"IF(AND(H103>=B128,H103<=D128)= TRUE,\"OK\",\"Values is not within the limits of Applicability\")","v":"OK"}]
["4)",{"$f":"IF(C97=\"Flush.End.Plate\",L111,P111)","v":400}," ≥  h    ≥",{"$f":"IF(C97=\"Flush.End.Plate\",M111,Q111)","v":610},{"$f":"IF(AND(C104>=B129,C104<=D129)= TRUE,\"OK\",\"Values is not within the limits of Applicability\")","v":"OK"}]
["5)",{"$f":"IF(C97=\"Flush.End.Plate\",L112,P112)","v":152}," ≥  bp  ≥",{"$f":"IF(C97=\"Flush.End.Plate\",M112,Q112)","v":260},{"$f":"IF(AND(C103>=B130,C103<=D130)= TRUE,\"OK\",\"Values is not within the limits of Applicability\")","v":"OK"}]
["6)",{"$f":"IF(C97=\"Flush.End.Plate\",L115,P115)","v":9.5}," ≥  tf    ≥",{"$f":"IF(C97=\"Flush.End.Plate\",M115,Q115)","v":26},{"$f":"IF(AND(H99>=B131,H99<=D131)= TRUE,\"OK\",\"Values is not within the limits of Applicability\")","v":"OK"}]
[]
["D)Calculation of Connection Strength"]
[]
["i)Limit state of End-Plate Yielding(Mpl)"]
["ɸb           =",0.9]
["Mpl         =","Fpy * tp2 * Y       =",null,{"$f":"C105*(C102/10)^2*H118","v":1696.1782613393025},"t.cm"]
["ɸbMpl/ɣr             =",null,{"$f":"B136*D137/B116","v":1526.5604352053722},"t.cm"]
["ii) Limit state of Bolt Rupture(Mnp) without prying action."]
["ɸ            =",0.75]
["Mnp       ="," [ 2 Pt (Σdn) ]           =   ",null,{"$f":"IF(C97=\"Flush.End.Plate\",2*E120*(E117+E118+E119)/10,2*E120*(E116+E117+E118+E119)/10)","v":4431.1037004223126},"t.cm"]
["Mnp/ Mpl =",{"$f":"D141/D137","v":2.6124044868512302}]
["ɸMnp      =",null,{"$f":"B140*D141","v":3323.3277753167345},"t.cm"]
["iii) Limit state of Bolt Rupture(Mq) w/prying action"]
[]
["a)Case of Extended End Plate Connection",null,null,null,null,null,"b)Case of Flush End Plate Connection"]
["ɸ            =",0.75,null,null,null,null,"ɸ            =",0.75]
["Mq =",null,null,null,null,null,"Mq ="]
[null,"  [2*(Pt-Qmax,o)d0 + 2(Pt-Qmax,i) (d1 + d3) + 2Tb*d2 ]",null,null,null,null,null,"[ 2(pt-Qmax)(d1+d2) ]"]
[null,"  [2*(Pt-Qmax,o)d0 + 2Tb (d1+d2+d3) ]",null,null,null,null,null,"[ 2Tb(d1+d2) ]"]
[null,"  [2*(Pt-Qmax,o)*(d1+d3) + 2Tb (d0+d2) ]",null,null,null,null,"Max"]
[null,"  [2Tb (d0+d1+d2+d3) ]"]
["Max"]
[]
["ɸMq       =",null,{"$f":"IF(N124=\"thick\",\"Not Required\",IF(C97=\"Flush.End.Plate\",MAX(R118:R119)*B147,MAX(Q118:Q121)*B147))","v":2199.920900602322},"t.cm",{"$f":"IF(B142<0.9,\"Thick Plate Behaviour (No prying Action)\",\"Thin Plate Behaviour(W/Prying action)\")","v":"Thin Plate Behaviour(W/Prying action)"}]
[]
["iv) Limit state based on shear strength of bolts"]
["ɸ            =",0.75]
["ɸRn     =","ɸ * Fnv * Ab","=",{"$f":"B158*H123*H117*C112*C113","v":28.867125084184444},"ton"]
["(AISC 360-05 J3-1)"]
["iiv) Limit state based on Bearing strength at bolt holes"]
["ɸ            =",0.75]
["ɸRn       =","ɸ*1.2*Lc*t*Fup*n      ≤       ɸ*2.4*d*t*Fup*n",null,null,null,"(AISC 360-05 J3-6a)"]
["ɸ*1.2*Lc*t*Fu*n          =",null,{"$f":"IF(C112>1,B162*1.2*E123/10*C102/10*C106*C112*C113,\"Not Required\")","v":70.11},"ton"]
["ɸ*2.4*d*t*Fup*n         =",null,{"$f":"IF(C112>1,B162*2.4*H102/10*C102/10*C106*C112*C113,\"Not Required\")","v":68.58},"ton"]
[]
[null,null,"ɸRn          =",{"$f":"MIN(C164:C165)","v":68.58},"ton"]
["iv) Limit state based on welding to end plate"]
["ɸ            =",0.75]
["ɸFw       =","ɸ * 0.6 * FExx ","=",{"$f":"B169*0.6*C101","v":1.8404999999999998},"t/cm2"]
["ɸMnw   =","ɸFw * Iwxx / yw"]
["ɸMnw   =",{"$f":"D170*B123/(P101/10)","v":7415.6928211262129},"t.cm"]
[]
[]
[null,null,"Connection Strength"]
[null,null,"Mu(t.cm)",null,"Qu(ton)",null,"Mnw(t.cm)"]
[null,null,{"$f":"IF(C155=\"Not Required\",MIN(C138,C143),MIN(C138,C143,C155))","v":1526.5604352053722},null,{"$f":"MIN(D159,D167)","v":28.867125084184444},null,{"$f":"B172","v":7415.6928211262129}]

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{"sheet":"Sheet3","index":2,"n_rows":0,"n_cols":0,"rows_kept":0,"cut":false,"hidden":false,"merged":[]}