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"BMREACT" --- ALLOWABLE STEEL BEAM END REACTION Program Description: "BMREACT" is a spreadsheet program written in MS-Excel for the purpose of determining the al end reaction and the allowable end moment for the purpose of end connection design. This program is a workbook consisting of two (2) worksheets, described as follows: Worksheet Name Description Doc This documentation sheet Allow. Beam End Reaction Allowable beam end reaction and end moment Program Assumptions and Limitations: 1. This program uses the database of member dimensions and section properties from the "AI Database", Version 3.0 (2001) as well as the AISC 9th Edition (ASD) Manual (1989). 2. The user may select from W, S, M, C, and MC shapes. 3. This program utilizes the procedure which a steel fabricator would typically use to det design loads when end reaction values are not specified on the design and construction engineer. This procedure is based on the AISC 9th Edition (ASD) Manual (1989) Allowab Tables on pages 2-36 to 2-140 and AISC Specification Chapter K, pages 5-80 and 5-81. 4. This program contains “comment boxes” which contain a wide variety of information includ of input or output items, equations used, data tables, etc. (Note: presence of a “co by a “red triangle” in the upper right-hand corner of a cell. Merely move the mouse p cell to view the contents of that particular "comment box".)

Bmreact --- Allowable Steel Beam End Reaction

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"BMREACT" Program

Doc"BMREACT" --- ALLOWABLE STEEL BEAM END REACTIONProgram Description:"BMREACT" is a spreadsheet program written in MS-Excel for the purpose of determining the allowable beamend reaction and the allowable end moment for the purpose of end connection design.This program is a workbook consisting of two (2) worksheets, described as follows:Worksheet NameDescriptionDocThis documentation sheetAllow. Beam End ReactionAllowable beam end reaction and end momentProgram 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. The user may select from W, S, M, C, and MC shapes.3. This program utilizes the procedure which a steel fabricator would typically use to determine end connectiondesign loads when end reaction values are not specified on the design and construction drawings by theengineer. This procedure is based on the AISC 9th Edition (ASD) Manual (1989) Allowable Uniform LoadTables on pages 2-36 to 2-140 and AISC Specification Chapter K, pages 5-80 and 5-81.4. This program contains comment boxes which contain a wide variety of information including explanationsof input or output items, equations used, data tables, etc. (Note: presence of a comment box is denotedby a red triangle in the upper right-hand corner of a cell. Merely move the mouse pointer to the desiredcell to view the contents of that particular "comment box".)

Allow. Beam End ReactionBEAM REACTION ANALYSISCALCULATIONS:Version 1.0Allowable End Reaction and End Moment for Connection DesignUsing Allowable Uniform Load Tables per AISC 9th Edition Manual (ASD)36Allowable End Reaction Based on Either Uniform Load or Web Shear:W, S, M, C and MC Section Properties from AISC Version 3.0 CDJob Name:Subject:50Fbx =33.00ksiFbx = 0.66*Fy (Allow. bending stress for full-laterally supported beam)Database (2001) and AISC 9th Edition Manual (1989)Note: This worksheet utilizes the procedureJob Number:Originator:Checker:YesMr =224.40ft-kipsMr = (Fbx*Sx)/12 (from AISC Design Selection Table p. 2-7 to 2-13)ShapedtwbftfkSxwhich a steel fabricator would typically useNoM1(max) =224.40ft-kipsM1(max) = w(unif)*L^2/8 = MrW44x335441.02161.772.561410to determine end connection design loadsInput Data:w(unif) =4.488kips/ft.w(unif) = 8*(Mr)/L^2 = 8*(Fbx*Sx/12)/L^2W44x29043.60.8715.81.582.371240when end reaction values are not specifiedFv =20.00ksiFv = 0.40*Fy (Allowable web shear stress)W44x28544.021.02411.8111.7722.68751120on the design and construction drawings.Beam Size:W(total) = w(unif.) * Lw(unif)V =144.90kipsV = Fv*Aw = Fv*(d*tw) (Allowable web shear)W44x26243.30.7915.81.422.211120Beam Size =W21x44W(total) =89.76kipsW(total) = Minimum of: w(unif)*L or 2*V (AISC Table p. 2-36 to 2-131)W44x24843.620.86511.8111.5752.5983Design Parameters:Rv =44.88kipsRv = Minimum of: W(total)/2 = w(unif)*L/2 or V (based on Mr or V)W44x23042.90.7115.81.222.01971Max. Allowable End Reaction:Beam Span, L =20.000ft.Allowable End Reaction Based on End Bearing Criteria for Beam:W44X22443.310.78711.8111.4162.3125889R(max) =44.88kipsDoes End of Beam Bear on Support?YesW21x44R1 =27.43kipsR1 = 82.5*k*tw (Constant for web yielding - AISC page 2-36)W44x19842.910.70911.8111.222.125776Beam End Bearing Length, N =3.500in.L=20R2 =11.55kips/in.R2 = 33.0*tw (Constant for web yielding - AISC page 2-36)W40x65543.621.9716.873.544.93752590Max. Allowable End Moment for Full Section:Beam Yield Stress, Fy =50ksi RvRvR3 =33.34kipsR3 = 240*tw^(1.5)*tf^(0.5) (Constant for web crippling - AISC page 2-36)W40x593431.7916.73.234.412340M1(max) =224.40ft-kipsAllow. End Reaction Based on Unif. LoadR4 =3.32kips/in.R4 = 721*tw^3/(tf*d) (Constant for web crippling - AISC page 2-36)W40x53142.341.6116.512.914.31252090Member Properties:Rwy =67.86kipsRwy = R1+N*R2 (based on web yielding per AISC Eqn. K1-3, p. 5-81)W40x50342.11.5416.42.763.941980Max. Allowable End Moment for Directly Welded Flanges:Beam:Rwc =44.95kipsRwc = R3+N*R4 (based on web crippling per AISC Eqn. K1-5, p. 5-81)W40x48041.811.4616.362.6441890M2(max) =148.08ft-kipsd =20.700in.R =44.95kipsR = Minimum of: Rwy or RwcW40x46642.441.6712.642.954.1251710M2(max)/M1(max) =0.660tw =0.350in.N+2.5*kW21x44d=20.7Maximum Allowable End Reaction for Connection Design:W40x43641.341.3416.242.43.81251710bf =6.500in.k=0.95R(max) =44.88kipsR(max) = Minimum of: Rv or RW40x43141.31.3416.22.363.541690tf =0.450in.Maximum Allowable End Moment for Connection Design Using Directly Welded Flanges:W40x397411.2216.12.23.381560k =0.9500in.Rtf=0.45M2(max) =148.08ft-kipsM2(max) = (bf*tf)*(0.60*Fy)*(d-tf)/12W40x39241.61.4212.42.523.71440Sx =81.60in.^3NM2(max)/M1(max) =0.660W40x37240.61.1616.12.053.231460W40x36240.61.12162.013.191420Results:Allow. End Reaction Based on End BearingW40x33140.81.2212.22.133.311210Allowable Reaction Based on End Bearing Criteria for Beam (using complete formulas from AISC Chapter K):W40x328400.9117.911.733.1251340Allowable End Reaction Based on Either Uniform Load or Web Shear:Rwy =67.86kipsRwy = 0.66*Fy*tw*(N+2.5*k) (AISC Eqn. K1-3)W40x32740.81.1812.12.133.311200Fbx =33.00ksiFbx = 0.66*Fy (Allow. bending stress for full-laterally supported beam)Rwc =45.01kipsRwc = 34*tw^2*(1+3*(N/d)*(tw/tf)^1.5)*SQRT(Fy*tf/tw) (AISC Eqn. K1-5)W40x32440.2115.91.812.991280Mr =224.40ft-kipsMr = (Fbx*Sx)/12 (from AISC Design Selection Table p. 2-7 to 2-13)W40x32140.08115.911.772.93751250M1(max) =224.40ft-kipsM1(max) = w(unif)*L^2/8 = MrW40x29839.690.8317.831.57531220w(unif) =4.49kips/ft.w(unif) = 8*(Mr)/L^2 = 8*(Fbx*Sx/12)/L^2W40x29739.80.9315.81.652.831170Fv =20.00ksiFv = 0.40*Fy (Allowable web shear stress)W40x27840.21.02121.812.991020V =144.90kipsV = Fv*Aw = Fv*(d*tw) (Allowable web shear)W40x27739.70.8315.81.582.761100W(total) =89.76kipsW(total) = Minimum of: w(unif)*L or 2*V (AISC Table p. 2-36 to 2-131)W40x26839.370.7517.751.4152.81251090Rv =44.88kipsRv = Minimum of: W(total)/2 = w(unif)*L/2 or V (based on Mr or V)W40x264400.9611.91.732.91971W40x24939.40.7515.81.422.6993Allowable End Reaction Based on End Bearing Criteria for Beam:W40x24439.060.7117.711.262.625983R1 =27.43kipsR1 = 82.5*k*tw (Constant for web yielding - AISC page 2-36)W40x23539.70.8311.91.582.76875R2 =11.55kips/in.R2 = 33.0*tw (Constant for web yielding - AISC page 2-36)W40x22138.670.7117.711.0652.4375858R3 =33.34kipsR3 = 240*tw^(1.5)*tf^(0.5) (Constant for web crippling - AISC page 2-36)W40x215390.6515.81.222.4859R4 =3.32kips/in.R4 = 721*tw^3/(tf*d) (Constant for web crippling - AISC page 2-36)W40x21139.40.7511.81.422.6786Rwy =67.86kipsRwy = R1+N*R2 (based on web yielding per AISC Eqn. K1-3, p. 5-81)W40x19938.70.6515.81.072.25770Rwc =44.95kipsRwc = R3+N*R4 (based on web crippling per AISC Eqn. K1-5, p. 5-81)W40x19238.20.7117.710.832.25708R =44.95kipsR = Minimum of: Rwy or RwcW40x183390.6511.81.222.4683W40x17438.20.6515.750.832639Maximum Allowable End Reaction for Connection Design:W40x16738.60.6511.81.022.21600R(max) =44.88kipsR(max) = Minimum of: Rv or RW40x14938.20.6311.80.832.01513W36x84842.452.5218.134.535.68753170Maximum Allowable End Moment for Connection Design Using Directly Welded Flanges:W36x798422.38184.295.242980M2(max) =148.08ft-kipsM2(max) = (bf*tf)*(0.60*Fy)*(d-tf)/12W36x72041.192.16517.7753.95.06252690W36x65040.51.9717.63.544.492420W36x58839.841.7917.43.234.3752180W36x52739.21.6117.22.913.861950W36x48538.741.517.1052.683.81251790W36x43938.31.36172.443.391620W36x39337.81.2216.82.23.151450W36x35937.41.1216.72.012.961320W36x32837.11.0216.61.852.81210W36x30036.70.94516.71.682.631110W36x28036.50.88516.61.572.521030W36x26036.30.8416.61.442.39953W36x25637.40.9612.21.732.48895W36x24536.10.816.51.352.3895W36x23237.10.8712.11.572.32809W36x23035.90.7616.51.262.21837W36x21036.70.8312.21.362.11719W36x19436.50.76512.11.262.01664W36x18236.30.72512.11.181.93623W36x17036.20.68121.11.85581W36x160360.65121.021.77542W36x15035.90.625120.941.69504W36x13535.60.6120.791.54439W33x61938.471.9716.913.544.3752170W33x56737.911.8116.753.274.06251990W33x51537.361.6516.592.993.81251810W33x46836.811.5216.4552.723.51630W33x42436.341.3816.3152.483.31251480W33x387361.2616.22.283.071350W33x35435.61.1616.12.092.881240W33x31835.21.04161.892.681110W33x29134.80.9615.91.732.521020W33x26334.50.8715.81.572.36919W33x24134.20.8315.91.42.19831W33x22133.90.77515.81.272.06759W33x20133.70.71515.71.151.94686W33x16933.80.6711.51.221.92549W33x15233.50.63511.61.061.76487W33x14133.30.60511.50.961.66448W33x13033.10.5811.50.8551.56406W33x11832.90.5511.50.741.44359W30x58135.391.9716.23.544.31251870W30x52634.761.7916.023.2341680W30x47734.211.6315.8652.953.751530W30x43333.661.515.7252.683.43751380W30x39133.21.3615.62.443.231250W30x35732.81.2415.52.243.031140W30x32632.41.1415.42.052.841040W30x292321.0215.31.852.64930W30x26131.60.9315.21.652.44829W30x23531.30.8315.11.52.29748W30x21130.90.77515.11.322.1665W30x19130.70.71151.191.97600W30x17330.40.655151.071.85541W30x14830.70.6510.51.181.83436W30x13230.30.61510.511.65380W30x12430.20.58510.50.931.58355W30x116300.56510.50.851.5329W30x10829.80.54510.50.761.41299W30x9929.70.5210.50.671.32269W30x9029.50.4710.40.611.26245W27x53932.51.9715.33.544.331570W27x49431.971.8115.0953.2741440W27x44831.421.6514.942.993.68751300W27x40730.871.5214.82.723.43751170W27x36830.41.3814.72.483.271060W27x336301.2614.62.283.07972W27x30729.61.1614.42.092.88887W27x28129.31.0614.41.932.72814W27x258290.9814.31.772.56745W27x23528.70.9114.21.612.4677W27x21728.40.8314.11.52.29627W27x19428.10.75141.342.13559W27x17827.80.72514.11.191.98505W27x16127.60.66141.081.87458W27x14627.40.605140.9751.76414W27x12927.60.61101.11.7345W27x11427.30.5710.10.931.53299W27x10227.10.515100.831.43267W27x9426.90.499.990.7451.34243W27x8426.70.469.960.641.24213W24x49229.651.9714.1153.544.31251290W24x45029.091.8113.9553.274.06251170W24x40828.541.6513.82.993.751060W24x370281.5213.72.723.22957W24x33527.51.3813.52.482.98864W24x30627.11.2613.42.282.78789W24x27926.71.1613.32.092.59718W24x25026.31.0413.21.892.39644W24x229260.9613.11.732.23588W24x20725.70.87131.572.07531W24x19225.50.81131.461.96491W24x17625.20.7512.91.341.84450W24x162250.705131.221.72414W24x14624.70.6512.91.091.59371W24x13124.50.60512.90.961.46329W24x11724.30.5512.80.851.35291W24x10424.10.512.80.751.25258W24x10324.50.5590.981.48245W24x9424.30.5159.070.8751.38222W24x8424.10.479.020.771.27196W24x7623.90.448.990.681.18176W24x6823.70.4158.970.5851.09154W24x6223.70.437.040.591.19132W24x5523.60.3957.010.5051.11115W21x40226.021.7313.4053.133.875937W21x36425.471.5913.2652.853.625846W21x333251.4613.132.623.375769W21x30024.531.3212.992.383.125692W21x27524.131.2212.892.193632W21x24823.741.112.7751.992.75569W21x22323.35112.6751.792.5625510W21x201230.9112.61.632.13461W21x18222.70.8312.51.481.98417W21x16622.50.7512.41.361.86380W21x14722.10.7212.51.151.65329W21x13221.80.6512.41.031.54295W21x12221.70.612.40.961.46273W21x11121.50.5512.30.8751.38249W21x10121.40.512.30.81.3227W21x9321.60.588.420.931.43192W21x8321.40.5158.360.8351.34171W21x7321.20.4558.30.741.24151W21x6821.10.438.270.6851.19140W21x62210.48.240.6151.12127W21x5721.10.4056.560.651.15111W21x5520.80.3758.220.5221.02110W21x5020.80.386.530.5351.0494.5W21x4820.60.358.140.430.9393W21x4420.70.356.50.450.9581.6W18x31122.321.5212.0052.743.4375624W18x28321.851.411.892.53.1875564W18x25821.461.2811.772.33514W18x23421.061.1611.652.112.75466W18x21120.671.0611.5551.912.5625419W18x19220.350.9611.4551.752.4375380W18x175200.8911.41.591.99344W18x15819.70.8111.31.441.84310W18x14319.50.7311.21.321.72282W18x13019.30.6711.21.21.6256W18x119190.65511.31.061.46231W18x10618.70.5911.20.941.34204W18x9718.60.53511.10.871.27188W18x8618.40.4811.10.771.17166W18x7618.20.425110.681.08146W18x7118.50.4957.640.811.21127W18x6518.40.457.590.751.15117W18x6018.20.4157.560.6951.1108W18x5518.10.397.530.631.0398.3W18x50180.3557.50.570.97288.9W18x4618.10.366.060.6051.0178.8W18x4017.90.3156.020.5250.92768.4W18x3517.70.360.4250.82757.6W16x100170.58510.40.9851.69177W16x8916.80.52510.40.8751.58157W16x7716.50.45510.30.761.47136W16x6716.30.39510.20.6651.37119W16x5716.40.437.120.7151.1292.2W16x5016.30.387.070.631.0381W16x4516.10.3457.040.5650.96772.7W16x40160.30570.5050.90764.7W16x3615.90.2956.990.430.83256.5W16x3115.90.2755.530.440.84247.2W16x2615.70.255.50.3450.7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&R"BMREACT.xls" ProgramVersion 1.0&C&P of &N&R&D &T"BMREACT.xls"written by: Alex Tomanovich, P.E.Member section properties are based on AISC Version 3.0 CD Database (2001) and AISC 9th Edition Manual (1989). Values for "k" reflect most current values from AISC.