"ENDPLMC9" Program

Doc"ENDPLMC9" --- END PLATE MOMENT CONNECTIONSProgram Description:"ENDPLMC9" is a spreadsheet program written in MS-Excel for the purpose of analysis and design of end platemoment connections per the AISC 9th Edition (ASD) Manual. Specifically the program can analyze both single4-tension bolt and 8-tension bolt configurations, as well as the conditions of having moment connections oneach side of the column attached to the column flanges.This program is a workbook consisting of five (5) worksheets, described as follows:Worksheet NameDescriptionDocThis documentation sheet4-Tension Bolt MCSingle 4-tension bolt end plate moment connection(2) 4-Tension Bolt MC'sDouble 4-tension bolt end plate moment connections8-Tension Bolt MCSingle 8-tension bolt end plate moment connection(2) 8-Tension Bolt MC'sDouble 8-tension bolt end plate moment connectionsProgram Assumptions and Limitations:1. This program uses the database of member dimensions and section properties from the "AISC ShapesDatabase", Version 3.0 (2001) as well as the AISC 9th Edition (ASD) Manual (1989).2. This program is based on the non-seismic specific design procedures found in the following two references:a. "Moment Connections - End Plate (Static Loading Only)" on pages 4-116 through 4-125(Static Loading Only)" on pages 4-116 through 4-125, AISC 9th Edition (ASD) Manual (1989).b. "Extended End-Plate Moment Connections" - AISC Steel Design Guide Series #4,by Thomas M. Murray, PhD, P.E., First Edition (AISC 1990).3. This program also refers to "Extended End-Plate Moment Connections" - AISC Steel Design Guide Series #4,First Edition (1990), by Thomas M. Murray, PhD, P.E.4. This program contains numerous comment boxes which contain a wide variety of information includingexplanations of input or output items, equations used, data tables, etc. (Note: presence of a comment boxis denoted by a red triangle in the upper right-hand corner of a cell. Merely move the mouse pointer to thedesired cell to view the contents of that particular "comment box".)

4-Tension Bolt MCEND PLATE MOMENT CONNECTIONCALCULATIONS:Version 1.1Using Unstiffened End Plate Field Bolted to Column Flangeand 4-Tension Bolt Analysis Method Per AISC 9th Edition (ASD)36Bolt Design:W, S, M, and HP Section Properties from AISC Version 3.0 CDJob Name:Subject:50Horizontal Force at Beam Flange:Assume 1/2 of beam axial force is also taken at each flangeDatabase (2001) and AISC 9th Edition Manual (1989)SUMMARY OF CHECKS:Job Number:Originator:Checker:1Ff =93.08kipsFf = (M*12)/(d-tf)+P/2ShapeAdtwbftfkk1Row No.:Results:Stress Ratio:2Bolt Tension and Shear:(Reference: AISC Design Guide Series #4)W44x33598.3441.02161.772.561.3125Bolt Design:Input Data:3Ab =0.6013in.^2Ab = p*db^2/4W44x29085.843.60.8715.81.582.371.2570T(cap) >= Ff, O.K.0.9204V =15.00kipsV = (R/Nb)*(4 bolts) (portion of end shear taken by 4 tension bolts)W44x28583.844.021.02411.8111.7722.68751.37572V(cap) >= R, O.K.0.403Beam and Column Data:5fv =6.24ksifv = (V/(4 bolts))/Ab (shear stress on 4 tension bolts)W44x26277.243.30.7915.81.422.211.1875End Plate Design:Beam Size =W16x366ft =38.70ksift = (Ff/(4 bolts))/Ab (4 tension bolts acting at one time)W44x24872.843.620.86511.8111.5752.51.312590tp >= tp(req'd), O.K.0.995Column Size =W14x900.75Fv =21.00ksiFv = 21.0 from AISC Table J3.2 (for N bolts in shear)W44x23067.742.90.7115.81.222.011.1875102Rp >= R, O.K.0.088Beam Yield Stress, Fyb =36ksi0.875Fv =N.A.ksi(for SC bolts)W44X22465.843.310.78711.8111.4162.31251.3125105Fv >= fv, O.K.0.539Column Yield Stress, Fyc =36ksi1Vb =12.60kips/boltVb = Fv*AbW44x1985842.910.70911.8111.222.1251.25Column Web Doubler Plate Requirement:1.125Ft =42.02ksiFt = SQRT(44^2-4.39*fv^2) (for N, X bolts in tension)W40x65519243.621.9716.873.544.93752.25111Web doubler plate is req'd.1.075Connection Loadings:1.25Ft =0.00ksi(for SC bolts)W40x593174431.7916.73.234.412.125115td >= td(min), O.K.0.667Beam End Moment, M =120.00ft-k1.375B =25.30kips/boltB = Ft*Ab (for N, X bolts in tension)W40x53115642.341.6116.512.914.31252123Weld size = R1, O.K.0.088Column Size =W14x900.875Fv =21.00ksiFv = 21.0 from AISC Table J3.2 (for N bolts in shear)W44X22465.843.310.78711.8111.4162.31251.3125105Fv >= fv, O.K.0.480Yield Stress of Beams, Fyb =36ksi1Fv =N.A.ksi(for SC bolts)W44x1985842.910.70911.8111.222.1251.25Right Side Bolt Design:Yield Stress of Column, Fyc =36ksi1.125Vb =12.60kips/boltVb = Fv*AbW40x65519243.621.9716.873.544.93752.25121T(cap) >= Ff, O.K.0.9181.25Ft =42.02ksiFt = SQRT(44^2-4.39*fv^2) (for N, X bolts in tension)W40x593174431.7916.73.234.412.125123V(cap) >= R2, O.K.0.402Connection Loadings:1.375Ft =0.00ksi(for SC bolts)W40x53115642.341.6116.512.914.31252Right Side End Plate Design:Left Beam Lateral Moment, M1L =120.00ft-k1.5B =25.30kips/boltB = Ft*Ab (for N, X bolts in tension)W40x50314842.11.5416.42.763.942141tp2 >= tp2(req'd), O.K.0.967Left Beam Gravity Moment, M1G =0.00ft-kA325B =0.00kips/bolt(for SC bolts)W40x48014041.811.4616.362.6442153Rp >= R2, O.K.0.088Left Beam End Reaction, R1 =30.00kipsA490T(cap) =101.20kipsT(cap) = B*(4 bolts) (for N, X bolts in tension)W40x46613742.441.6712.642.954.1252156Fv >= fv, O.K.0.538Left Beam Axial Force, P1 =0.00kipsNT(cap) =0.00kips(for SC bolts)W40x43612841.341.3416.242.43.81251.9375Column Web Doubler Plate Requirement:Right Beam Lateral Moment, M2L =120.00ft-kXV(cap) =81.81kipsV(cap) = Vb*(Nb1-4)+SQRT(((44*Ab*4)^2-Ff^2)/4.39) (for N, X bolts)W40x43112741.31.3416.22.363.541.875166Web doubler plate is req'd.2.023Right Beam Gravity Moment, M2G =0.00ft-kSCV(cap) =0.00kips(for SC bolts)W40x397117411.2216.12.23.381.8125170td < td(min), Fail1.200Right Beam End Reaction, R2 =30.00kipsStandardLeft Side End Plate Design:W40x39211541.61.4212.42.523.71.9375178Weld size b/t(max), then increase stiffener plate thickness (ts).If weld size > max. weld, then increase stiffener plate thickness (ts).If T(cap) < Ff, then increase bolt size/diameter. Note: if this does not remedy the situation and since the number of tension bolts cannot be increased in this worksheet/method, use the "8-tension bolt method" worksheet to utilize more tension bolts.If T(cap) < Ff, then increase bolt size/diameter. Note: if this does not remedy the situation and since the number of tension bolts cannot be increased in this worksheet/method, use the "8-tension bolt method" worksheet to utilize more tension bolts.If V(cap) < R1, then either increase total number of bolts (Nb1), or increase bolt size/diameter (db1).If tp1 < tp1(req'd), then either increase end plate thickness (tp1) or increase bolt size/diameter (db1).If Rp < R1, then either increase end plate thickness (tp1), increase number of bolts (Nb1), or increase bolt size/diameter (db1).If Fv < fv, then increase end plate thickness (tp1).If ts < ts(min), then increase stiffener plate thickness (ts).If ts < ts(min), then increase stiffener plate thickness (ts).If T(cap) < Ff, then increase bolt size/diameter. Note: if this does not remedy the situation and since the number of tension bolts cannot be increased in this worksheet/method, use the "8-tension bolt method" worksheet to utilize more tension bolts.If V(cap) < R2, then either increase total number of bolts (Nb2), or increase bolt size/diameter (db2).If tp2 < tp2(req'd), then either increase end plate thickness (tp2) or increase bolt size/diameter (db2).If Rp < R2, then either increase end plate thickness (tp2), increase number of bolts (Nb2), or increase bolt size/diameter (db2).If Fv < fv, then increase end plate thickness (tp2).If Pbf2 > Pwy, then stiffeners are required at both flanges.If Pbf2 > Pwb, then stiffeners are required at compression flange.If Pbf2 > Pfb, then stiffeners are required at tension flange.This program will ask for the design end moments for the left side and right side beams in terms of the portion due to lateral loading (from wind or seismic loading) and the portion due to gravity loading (from dead and live loading).

This breakdown of the design moments is the responsibility of the Engineer-of-Record, and should be provided to the steel detailer for an accurate analysis/check of the column web panel shear and web doubler plate requirements as well as the analysis/check for column web stiffener plate requirements.

Notes: 1. When the breakdown of lateral and gravity moments for both beams is not known or available, input the entire value of the design end moment for each beam as a moment due to all lateral loading (M1L>0, M2L>0, and use M1G=0, M2G=0). This will always result in a conservative analysis/check of the column web panel shear (doubler plate requirements), since the beam end moments due to lateral loading are always additive, while the beam end moments due to gravity loading are always subtractive. 2. When the breakdown of lateral and gravity moments for both beams is not known or available and the value of the design end moment for each beam is input as a moment due to all lateral loading (M1L>0, M2L>0, and use M1G=0, M2G=0), then the program still takes a conservative approach on the stiffener design flange forces (Pbf1, Pbf2) by using a 5/3 multiplier instead of 4/3.If V(cap) < R1, then either increase total number of bolts (Nb1), or increase bolt size/diameter (db1).If tp1 < tp1(req'd), then either increase end plate thickness (tp1) or increase bolt size/diameter (db1).If Rp < R1, then either increase end plate thickness (tp1), increase number of bolts (Nb1), or increase bolt size/diameter (db1).If Fv < fv, then increase end plate thickness (tp1).If T(cap) < Ff, then increase bolt size/diameter. Note: if this does not remedy the situation and since the number of tension bolts cannot be increased in this worksheet/method, use the "8-tension bolt method" worksheet to utilize more tension bolts.If V(cap) < R2, then either increase total number of bolts (Nb2), or increase bolt size/diameter (db2).If tp2 < tp2(req'd), then either increase end plate thickness (tp2) or increase bolt size/diameter (db2).If Rp < R2, then either increase end plate thickness (tp2), increase number of bolts (Nb2), or increase bolt size/diameter (db2).If Fv < fv, then increase end plate thickness (tp2).If Pbf1 > Pwy, then stiffeners are required at both flanges.If Pbf1 > Pwb, then stiffeners are required at compression flange.If Pbf1 > Pfb, then stiffeners are required at tension flange.If Pbf2 > Pwy, then stiffeners are required at both flanges.If Pbf2 > Pwb, then stiffeners are required at compression flange.If Pbf2 > Pfb, then stiffeners are required at tension flange."ENDPLMC9.xls"written by: Alex Tomanovich, P.E.3"(Min.)ED2ED2D2D2S2S2End PlateR2P2M2"Nb2" - "db2" Bolts on "g2" GageC.L. Column(Right Beam)StiffenerStiffener(bothsides)(bothsides)"tp2"x"Bp2"x"Lp2"P1R1M1ED1D1D1ED1S1S1(Left Beam)"Nb1" - "db1" Bolts on "g1" GageEnd Plate"tp1"x"Bp1"x"Lp1"TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16

8-Tension Bolt MCEND PLATE MOMENT CONNECTIONCALCULATIONS:Version 1.1Using Unstiffened End Plate Field Bolted to Column Flangeand 8-Tension Bolt Analysis Method Per AISC 9th Edition (ASD)145Bolt Design:W, S, M, and HP Section Properties from AISC Version 3.0 CDJob Name:Subject:221Horizontal Force at Beam Flange:Assume 1/2 of beam axial force is also taken at each flangeDatabase (2001) and AISC 9th Edition Manual (1989)SUMMARY OF CHECKS:Job Number:Originator:Checker:36Ff =225.40kipsFf = (M*12)/(d-tf)+P/2ShapeAdtwbftfkk1Row No.:Results:Stress Ratio:50Bolt Tension and Shear:(Reference: AISC Design Guide Series #4)W44x33598.3441.02161.772.561.3125Bolt Design:Input Data:1Ab =0.9940in.^2Ab = p*db^2/4W44x29085.843.60.8715.81.582.371.2570T(cap) >= Ff, O.K.0.6462V =15.00kipsV = (R/Nb)*(8 bolts) (portion of end shear taken by 8 tension bolts)W44x28583.844.021.02411.8111.7722.68751.37572V(cap) >= R, O.K.0.102Beam and Column Data:3fv =1.89ksifv = (V/(8 bolts))/Ab (shear stress on 8 tension bolts)W44x26277.243.30.7915.81.422.211.1875End Plate Design:Beam Size =W24x944ft =28.34ksift = (Ff/(8 bolts))/Ab (8 tension bolts acting at one time)W44x24872.843.620.86511.8111.5752.51.312588tp >= tp(req'd), O.K.0.998Column Size =W14x1095Fv =21.00ksiFv = 21.0 from AISC Table J3.2 (for N bolts in shear)W44x23067.742.90.7115.81.222.011.1875100Rp >= R, O.K.0.020Beam Yield Stress, Fyb =36ksi6Fv =N.A.ksi(for SC bolts)W44X22465.843.310.78711.8111.4162.31251.3125103Fv >= fv, O.K.0.626Column Yield Stress, Fyc =36ksi0.75Vb =20.90kips/boltVb = Fv*AbW44x1985842.910.70911.8111.222.1251.25Column Web Doubler Plate Requirement:0.875Ft =43.82ksiFt = SQRT(44^2-4.39*fv^2) (for N, X bolts in tension)W40x65519243.621.9716.873.544.93752.25111Web doubler plate is req'd.2.116Connection Loadings:1Ft =0.00ksi(for SC bolts)W40x593174431.7916.73.234.412.125115td >= td(min), O.K.0.937Beam End Moment, M =440.00ft-k1.125B =43.60kips/boltB = Ft*Ab (for N, X bolts in tension)W40x53115642.341.6116.512.914.31252123Weld size Pfb, Stiffeners req'd.1.867End Plate Thickness, tp =1.2500in.SCLw =19.375in.Lw = 2*(bf+tf)-twW40x37210940.61.1616.12.053.231.8125Column Web Stiffener Design:End Plate Yield Stress, Fyp =36ksiStandardfw =11.634kips/in.fw = Ff/LwW40x36210740.61.12162.013.191.75173ts >= ts(min), O.K.1.000ASTM Bolt Desig. (A325 only) =A325Oversizedw =0.783in. (size)w = fw/((SQRT(2)/2)*(0.30*70))W40x33197.540.81.2212.22.133.311.8125179As(prov) >= As(req'd), O.K.0.554Bolt Type (N, X, or SC) =N8w(min) =0.3125in.w(min) = Min. fillet weld size from AISC Table J2.4, page 5-67W40x32896.4400.9117.911.733.1251.6875183b/t = tp(req'd), O.K.Column Stiffener Design:W33x15244.833.50.63511.61.061.761.125SR =0.998Required Area of Stiffeners:W33x14141.633.30.60511.50.961.661.125Beam Web to End Plate Welding:Ps =174.46kipsPs = Pbf-(Minimum of Pwy,Pwb, or Pfb) (design force)W33x13038.333.10.5811.50.8551.561.125fw =5.562kips/in.fw = maximum of: (0.60*Fyb)*tw/2 or R/(2*(d/2-tf))As(req'd) =4.846in.^2Ast = Ps/FysW33x11834.732.90.5511.50.741.441.125w =0.3746in. (size)w = fw/((SQRT(2)/2)*(0.30*70))Stiffener Width:W30x58117035.391.9716.23.544.31251.6875w(min) =0.3125in.w(min) = Min. fillet weld size from AISC Table J2.4, page 5-67bs(min) =3.071in.bs(min) = Bp/3-twc/2W30x52615434.761.7916.023.2341.625bs(use) =7.000in.bs(use) = bfc/2-twc/2 (rounded down to nearest whole inch)W30x47714034.211.6315.8652.953.751.5625Bearing on End Plate:Stiffener Thickness:W30x43312733.661.515.7252.683.4381.500Fu =58.00ksiFu = 58 for Fyp = 36, Fu = 65 for Fyp = 50ts(min) =0.625in.ts(min) = larger of: tp/2 or bs(use)*SQRT(Fyc)/95W30x39111533.21.3615.62.443.2301.500Rpe =126.88kipsRpe = 2*(0.5*Fu*(ED)*tp) (based on bolt edge distance)Stiffener Length:W30x35710532.81.2415.52.243.031.375Rps =1370.25kipsRps = 2*(1.2*Fu*tp*db*(Nb/2-1)) (based on bolt spacing)Ls(min) =6.29in.Ls(min) = dc/2-tfcW30x32695.832.41.1415.42.052.841.375Rp =1497.13kipsRp = Minimum of: Rpe+Rps or 1.2*Fu*tp*db*NbLs(use) =12.58in.Ls(use) = dc-2*tfcW30x29285.9321.0215.31.852.641.3125Rp >= R, O.K.Provided Area of Pair of Stiffeners:W30x26176.931.60.9315.21.652.441.3125SR =0.020Shear Stress (out of plane) on End Plate:As(prov) =8.750in.^2As(prov) = 2*bs(use)*tsW30x23569.231.30.8315.11.52.291.25fv =9.02ksifv = Ff/(2*Bp*tp)Check Stiffener Slenderness:W30x21162.230.90.77515.11.322.11.1875Fv =14.40ksiFv = 0.40*FycFv >= fv, O.K.b/t =11.20b/t = bs(use)/tsW30x19156.330.70.71151.191.971.1875SR =0.626b/t(max) =15.83b/t(max) = 95/SQRT(Fys)W30x1735130.40.655151.071.851.125Stiffener Welding to Column Flange:W30x14843.530.70.6510.51.181.831.125(continued)Ps =174.46kipsPs = Pbf-(Minimum of Pwy,Pwb, or Pfb) (design force)W30x13238.930.30.61510.511.651.125Lw =44.40in.Lw = (bfc/2-(k1+0.25))*8W30x12436.530.20.58510.50.931.581.125Column Web Doubler Plate Requirement:fw =2.35kips/in.fw = Ps/(1.67*Lw)W30x11634.2300.56510.50.851.51.125Column Web Panel Shear:w =0.158in. (size)w = fw/((SQRT(2)/2)*(0.30*70))W30x10831.729.80.54510.50.761.411.125SF =228.72kipsSF = M*12/(0.95*d)w(min) =0.3125in.w(min) = Min. fillet weld size from AISC Table J2.4, page 5-67W30x9929.129.70.5210.50.671.321.0625tw(req'd) =1.111in.tw(req'd) = SF/(0.4*Fyc*dc)twc < tw(req'd)Stiffener Welding to Column Web:W30x9026.429.50.4710.40.611.261.0625SR =2.116Web doubler plate is req'd.Ps =174.46kipsPs = Pbf-(Minimum of Pwy,Pwb, or Pfb) (design force)W27x53915932.51.9715.33.544.331.8125Column Web Doubler Plate:Lw =43.52in.Lw = (dc-2*(k+0.25))*4W27x49414531.971.8115.0953.2741.5625td(min) =0.586in.td(min) = (tw(req'd)-twc)*Fyc/Fyd but not < 1/4" min.fw =2.40kips/in.fw = Ps/(1.67*Lw)W27x44813131.421.6514.942.993.68751.5td >= td(min), O.K.w =0.162in. (size)w = fw/((SQRT(2)/2)*(0.30*70))W27x40711930.871.5214.82.723.43751.4375SR =0.937Web Doubler Plate Welding:w(min) =0.2500in.w(min) = Min. fillet weld size from AISC Table J2.4, page 5-67W27x36810830.41.3814.72.483.271.5Vd =124.30kipsVd = SF*td/(td+twc) (at each vertical edge)w(max) =0.255in.w(max) =0.40*Fyc*twc/((SQRT(2)/2)*0.30*70*2)W27x33698.9301.2614.62.283.071.4375Lw =24.30in.Lw = d (plate height = beam depth)W27x30790.429.61.1614.42.092.881.4375fw =5.12kips/in.fw = Vd/LwW27x28182.929.31.0614.41.932.721.375w =0.3445in. (size)w = fw/((SQRT(2)/2)*(0.30*70))W27x25876290.9814.31.772.561.3125w(min) =0.2500in.w(min) = Min. fillet weld size from AISC Table J2.4, page 5-67W27x23569.428.70.9114.21.612.41 3125w(max) =0.6061in.w(max) =0.40*Fyc*twc/((SQRT(2)/2)*0.30*70)W27x2176428.40.8314.11.52.291.25Weld size = ts(min), O.K.W21x7321.521.20.4558.30.741.240.875SR =1.000Stiffener Length:W21x682021.10.438.270.6851.190.875Ls(min) =6.29in.Ls(min) = dc/2-tfcW21x6218.3210.48.240.6151.120.8125Ls(use) =12.58in.Ls(use) = dc-2*tfcW21x5716.721.10.4056.560.651.150.8125W21x5516.220.80.3758.220.5221.020.8125Provided Area of Pair of Stiffeners:W21x5014.720.80.386.530.5351.040.8125As(prov) =8.750in.^2As(prov) = 2*bs(use)*tsAs(prov) >= As(req'd), O.K.W21x4814.120.60.358.140.430.930.8125SR =0.554W21x441320.70.356.50.450.950.8125Check Stiffener Slenderness:W18x31191.522.321.5212.0052.743.43751.1875b/t =11.20b/t = bs(use)/tsW18x28383.221.851.411.892.53.18751.1875b/t(max) =15.83b/t(max) = 95/SQRT(Fys)b/t b/t(max), then increase stiffener plate thickness (ts).If weld size > max. weld, then increase stiffener plate thickness (ts).If T(cap) < Ff, then increase bolt size/diameter. Note: if this does not remedy the situation and since the number of tension bolts cannot be increased in this worksheet/method, use the "8-tension bolt method" worksheet to utilize more tension bolts.If T(cap) < Ff, then increase bolt size/diameter. Note: if this does not remedy the situation and since the number of tension bolts cannot be increased in this worksheet/method, use the "8-tension bolt method" worksheet to utilize more tension bolts.If V(cap) < R, then either increase total number of bolts (Nb), or increase bolt size/diameter (db).If V(cap) < R, then either increase total number of bolts (Nb), or increase bolt size/diameter (db).If tp < tp(req'd), then either increase end plate thickness or increase bolt size/diameter.If tp < tp(req'd), then either increase end plate thickness or increase bolt size/diameter.If Rp < R, then either increase end plate thickness (tp), increase number of bolts (Nb), or increase bolt size/diameter (db).If Rp < R, then either increase end plate thickness (tp), increase number of bolts (Nb), or increase bolt size/diameter (db).If Fv < fv, then increase end plate thickness (tp).If Fv < fv, then increase end plate thickness (tp).If ts < ts(min), then increase stiffener plate thickness (ts).If ts < ts(min), then increase stiffener plate thickness (ts)."ENDPLMC9.xls"written by: Alex Tomanovich, P.E.3"(Min.)EDEDD1D1S1S1End Plate ("tp" x "Bp" x "Lp")RPM"Nb" - "db" Bolts on "g" GageC.L. Column(Beam)StiffenerStiffener(bothsides)(bothsides)S2S2S2S2TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16

(2) 8-Tension Bolt MC'sEND PLATE MOMENT CONNECTIONSCALCULATIONS:Version 1.1Using Unstiffened End Plates Field Bolted to Both Column Flangesand 8-Tension Bolt Analysis Method Per AISC 9th Edition (ASD)145Left Side Bolt Design:W, S, M, and HP Section Properties from AISC Version 3.0 CDJob Name:Subject:165Horizontal Force at Beam Flange:Assume 1/2 of beam axial force is also taken at each flangeDatabase (2001) and AISC 9th Edition Manual (1989)SUMMARY OF CHECKS:Job Number:Originator:Checker:221M1t =440.00ft-kM1t = M1L+M1GShapeAdtwbftfkk1Row No.:Results:Stress Ratio:36Ff =225.40kipsFf = (M1t*12)/(d-tf)+P1/2W44x33598.3441.02161.772.561.3125Left Side Bolt Design:Input Data:50Bolt Tension and Shear:(Reference: AISC Design Guide Series #4)W44x29085.843.60.8715.81.582.371.2571T(cap) >= Ff, O.K.0.6461Ab =0.9940in.^2Ab = p*db1^2/4W44x28583.844.021.02411.8111.7722.68751.37573V(cap) >= R1, O.K.0.102Beam and Column Data:2V =15.00kipsV = (R1/Nb1)*(8 bolts) (portion of end shear taken by 8 tension bolts)W44x26277.243.30.7915.81.422.211.1875Left Side End Plate Design:Left Side Beam Size =W24x943fv =1.89ksifv = (V/(8 bolts))/Ab (shear stress on 8 tension bolts)W44x24872.843.620.86511.8111.5752.51.312589tp1 >= tp1(req'd), O.K.0.998Right Side Beam Size =W21x1014ft =28.34ksift = (Ff/(8 bolts))/Ab (8 tension bolts acting at one time)W44x23067.742.90.7115.81.222.011.1875101Rp >= R1, O.K.0.020Column Size =W14x3115Fv =21.00ksiFv = 21.0 from AISC Table J3.2 (for N bolts in shear)W44X22465.843.310.78711.8111.4162.31251.3125104Fv >= fv, O.K.0.626Yield Stress of Beams, Fyb =36ksi6Fv =N.A.ksi(for SC bolts)W44x1985842.910.70911.8111.222.1251.25Right Side Bolt Design:Yield Stress of Column, Fyc =36ksi0.75Vb =20.90kips/boltVb = Fv*AbW40x65519243.621.9716.873.544.93752.25121T(cap) >= Ff, O.K.0.735Connection Loadings:0.875Ft =43.82ksiFt = SQRT(44^2-4.39*fv^2) (for N, X bolts in tension)W40x593174431.7916.73.234.412.125123V(cap) >= R2, O.K.0.107Left Beam Lateral Moment, M1L =440.00ft-k1Ft =0.00ksi(for SC bolts)W40x53115642.341.6116.512.914.31252Right Side End Plate Design:Left Beam Gravity Moment, M1G =0.000ft-k1.125B =43.60kips/boltB = Ft*Ab (for N, X bolts in tension)W40x50314842.11.5416.42.763.942139tp2 >= tp2(req'd), O.K.0.909Left Beam End Reaction, R1 =30.00kips1.25B =0.00kips/bolt(for SC bolts)W40x48014041.811.4616.362.6442151Rp >= R2, O.K.0.017Left Beam Axial Force, P1 =0.00kips1.375T(cap) =348.80kipsT(cap) = B*(8 bolts) (for N, X bolts in tension)W40x46613742.441.6712.642.954.1252154Fv >= fv, O.K.0.593Right Beam Lateral Moment, M2L =440.00ft-k1.5T(cap) =0.00kips(for SC bolts)W40x43612841.341.3416.242.43.81251.9375Column Web Doubler Plate Requirement:Right Beam Gravity Moment, M2G =0.000ft-kA325V(cap) =294.93kipsV(cap) = Vb*(Nb1-8)+SQRT(((44*Ab*8)^2-Ff^2)/4.39) (for N, X bolts)W40x43112741.31.3416.22.363.541.875166Web doubler plate is req'd.1.407Right Beam End Reaction, R2 =30.00kipsA490(not used)V(cap) =0.00kips(for SC bolts)W40x397117411.2216.12.23.381.8125170td >= td(min), O.K.0.918Right Beam Axial Force, P2 =0.00kipsNLeft Side End Plate Design:W40x39211541.61.4212.42.523.71.9375178Weld size = tp2(req'd), O.K.Fyc(use) =36.00ksiFyc(use) = minimum of Fyc or 36.0 ksiW24x25073.526.31.0413.21.892.391.375SR =0.909Local Web Yielding:Stiffeners not req'd. at both flanges if: Pbf2 b/t(max), then increase stiffener plate thickness (ts).If weld size > max. weld, then increase stiffener plate thickness (ts).If T(cap) < Ff, then increase bolt size/diameter. Note: if this does not remedy the situation and since the number of tension bolts cannot be increased in this worksheet/method, use the "8-tension bolt method" worksheet to utilize more tension bolts.If T(cap) < Ff, then increase bolt size/diameter. Note: if this does not remedy the situation and since the number of tension bolts cannot be increased in this worksheet/method, use the "8-tension bolt method" worksheet to utilize more tension bolts.If ts < ts(min), then increase stiffener plate thickness (ts).If ts < ts(min), then increase stiffener plate thickness (ts).This program will ask for the design end moments for the left side and right side beams in terms of the portion due to lateral loading (from wind or seismic loading) and the portion due to gravity loading (from dead and live loading).

This breakdown of the design moments is the responsibility of the Engineer-of-Record, and should be provided to the steel detailer for an accurate analysis/check of the column web panel shear and web doubler plate requirements as well as the analysis/check for column web stiffener plate requirements.

Notes: 1. When the breakdown of lateral and gravity moments for both beams is not known or available, input the entire value of the design end moment for each beam as a moment due to all lateral loading (M1L>0, M2L>0, and use M1G=0, M2G=0). This will always result in a conservative analysis/check of the column web panel shear (doubler plate requirements), since the beam end moments due to lateral loading are always additive, while the beam end moments due to gravity loading are always subtractive. 2. When the breakdown of lateral and gravity moments for both beams is not known or available and the value of the design end moment for each beam is input as a moment due to all lateral loading (M1L>0, M2L>0, and use M1G=0, M2G=0), then the program still takes a conservative approach on the stiffener design flange forces (Pbf1, Pbf2) by using a 5/3 multiplier instead of 4/3.If V(cap) < R1, then either increase total number of bolts (Nb1), or increase bolt size/diameter (db1).If tp1 < tp1(req'd), then either increase end plate thickness (tp1) or increase bolt size/diameter (db1).If Rp < R1, then either increase end plate thickness (tp1), increase number of bolts (Nb1), or increase bolt size/diameter (db1).If Fv < fv, then increase end plate thickness (tp1).If Pbf1 > Pwy, then stiffeners are required at both flanges.If Pbf1 > Pwb, then stiffeners are required at compression flange.If Pbf1 > Pfb, then stiffeners are required at tension flange.If T(cap) < Ff, then increase bolt size/diameter. Note: if this does not remedy the situation and since the number of tension bolts cannot be increased in this worksheet/method, use the "8-tension bolt method" worksheet to utilize more tension bolts.If tp2 < tp2(req'd), then either increase end plate thickness (tp2) or increase bolt size/diameter (db2).If Rp < R2, then either increase end plate thickness (tp2), increase number of bolts (Nb2), or increase bolt size/diameter (db2).If V(cap) < R2, then either increase total number of bolts (Nb2), or increase bolt size/diameter (db2).If Fv < fv, then increase end plate thickness (tp2).If Pbf2 > Pwy, then stiffeners are required at both flanges.If Pbf2 > Pwb, then stiffeners are required at compression flange.If Pbf2 > Pfb, then stiffeners are required at tension flange.If V(cap) < R1, then either increase total number of bolts (Nb1), or increase bolt size/diameter (db1).If tp1 < tp1(req'd), then either increase end plate thickness (tp1) or increase bolt size/diameter (db1).If Rp < R1, then either increase end plate thickness (tp1), increase number of bolts (Nb1), or increase bolt size/diameter (db1).If Fv < fv, then increase end plate thickness (tp1).If T(cap) < Ff, then increase bolt size/diameter. Note: if this does not remedy the situation and since the number of tension bolts cannot be increased in this worksheet/method, use the "8-tension bolt method" worksheet to utilize more tension bolts.If V(cap) < R2, then either increase total number of bolts (Nb2), or increase bolt size/diameter (db2).If tp2 < tp2(req'd), then either increase end plate thickness (tp2) or increase bolt size/diameter (db2).If Rp < R2, then either increase end plate thickness (tp2), increase number of bolts (Nb2), or increase bolt size/diameter (db2).If Fv < fv, then increase end plate thickness (tp2).If Pbf2 > Pwy, then stiffeners are required at both flanges.If Pbf2 > Pwb, then stiffeners are required at compression flange.If Pbf2 > Pfb, then stiffeners are required at tension flange."ENDPLMC9.xls"written by: Alex Tomanovich, P.E.3"(Min.)ED2ED2D2D2S3S3End PlateR2P2M2"Nb2" - "db2" Bolts on "g2" GageC.L. Column(Right Beam)StiffenerStiffener(bothsides)(bothsides)"tp2"x"Bp2"x"Lp2"P1R1M1ED1D1D1ED1S1S1(Left Beam)S2S2S4S4S2S2S4S4"Nb1" - "db1" Bolts on "g1" GageEnd Plate"tp1"x"Bp1"x"Lp1"TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16TABLE J2.4 Minimum Size of Fillet Welds Material Thickness of Minimum Size ofThicker Part Joined (in.) Fillet Weld (in.) To 1/4 inclusive 1/8Over 1/4 to 1/2 3/16Over 1/2 to 3/4 1/4Over 3/4 5/16