AISC 13thDanielPROJECT :PAGE :Tian LiCLIENT :DESIGN BY :ENGINEERS, INC.JOB NO. :DATE :REVIEW BY :Simply Supported Beam Design with Torsional Loading Based on AISC 13th (AISC 360-05)INPUT DATA & DESIGN SUMMARYBEAM SECTION= >W10X54= >AdrxryIxSxGRAVITY DISTRIBUTED LOADw =1.15kips / ft15.810.14.382.5530360LATERAL POINT LOAD AT MIDF =5kipsIySyltwbftfTORSION AT MID SPANT =5.1ft-kips10320.60.01744374450.3710.000.62AXIAL LOADP =96kipsBEAM LENGTHL =15ftBEAM YIELD STRESSFy =50ksiVERTICAL BENDING UNBRACED LENGTHLb =15ftAXIAL VERTICAL UNBRACED LENGTHLx =15ftAXIAL HORIZONTAL UNBRACED LENGTHLy =7.5ftANALYSISDETERMINE GOVERNING MOMENTS AT MIDDLE OF SPANMx = w L2/ 8 =32.3ft-kipsMy = F L / 4 =18.8ft-kipsM0 = T L / (4d) =22.7ft-kipsTHE BEAM DESIGN IS ADEQUATE.MT = bM0 =13.3ft-kips0.584,(Philip page 101)CHECK TORSIONAL CAPACITY (AISC 360-05 H3.3 & Philip page 100)fbx / Fnx =0.73Mrx[Satisfactory]Mcy = Mn / Wb =130.4166666667/ 1.67 =78.0938123752ft-kips, (AISC 360-05 Chapter F)>3/4 Mry[Satisfactory]DETERMINE DEFLECTIONS0.2212679719o , max twist angle at middle (Philip page 100)WhereG =11200ksiEs =29000ksiJ =1.82in4(cont'd)0.15in =L / 1207, vertical deflection at middleWhereI3 = Ix sin2(90-f) + Iy cos2(90-f) =302.9970172306in4 , (AISC 13th Page 17-42)0.20in =L / 885, horizontal deflection at middleWhereI4 = Ix cos2(90-f) + Iy sin2(90-f) =103.0029827694in4 , (AISC 13th Page 17-42)Technical References:1. AISC: "Steel Construction Manual 13th Edition", American Institute of Steel Construction, 2005.2. Philip H. Lin: "Simplified Design for Torsional Loading of Rolled Steel Members", Engineering Journal, AISC, 1977.LICENSE NUMBER: ?????www.Engineering-International.comSectionW44X335W44X290W44X262W44X230W40X593W40X503W40X431W40X397W40X372W40X362W40X324W40X297W40X277W40X249W40X215W40X199W40X392W40X331W40X327W40X278W40X264W40X235W40X211W40X183W40X167W40X149W36X798W36X650W36X527W36X439W36X393W36X359W36X328W36X300W36X280W36X260W36X245W36X230W36X256W36X232W36X210W36X194W36X182W36X170W36X160W36X150W36X135W33X387W33X354W33X318W33X291W33X263W33X241W33X221W33X201W33X169W33X152W33X141W33X130W33X118W30X391W30X357W30X326W30X292W30X261W30X235W30X211W30X191W30X173W30X148W30X132W30X124W30X116W30X108W30X99W30X90W27X539W27X368W27X336W27X307W27X281W27X258W27X235W27X217W27X194W27X178W27X161W27X146W27X129W27X114W27X102W27X94W27X84W24X370W24X335W24X306W24X279W24X250W24X229W24X207W24X192W24X176W24X162W24X146W24X131W24X117W24X104W24X103W24X94W24X84W24X76W24X68W24X62W24X55W21X201W21X182W21X166W21X147W21X132W21X122W21X111W21X101W21X93W21X83W21X73W21X68W21X62W21X55W21X48W21X57W21X50W21X44W18X175W18X158W18X143W18X130W18X119W18X106W18X97W18X86W18X76W18X71W18X65W18X60W18X55W18X50W18X46W18X40W18X35W16X100W16X89W16X77W16X67W16X57W16X50W16X45W16X40W16X36W16X31W16X26W14X808W14X730W14X665W14X605W14X550W14X500W14X455W14X426W14X398W14X370W14X342W14X311W14X283W14X257W14X233W14X211W14X193W14X176W14X159W14X145W14X132W14X120W14X109W14X99W14X90W14X82W14X74W14X68W14X61W14X53W14X48W14X43W14X38W14X34W14X30W14X26W14X22W12X336W12X305W12X279W12X252W12X230W12X210W12X190W12X170W12X152W12X136W12X120W12X106W12X96W12X87W12X79W12X72W12X65W12X58W12X53W12X50W12X45W12X40W12X35W12X30W12X26W12X22W12X19W12X16W12X14W10X112W10X100W10X88W10X77W10X68W10X60W10X54W10X49W10X45W10X39W10X33W10X30W10X26W10X22W10X19W10X17W10X15W10X12W8X67W8X58W8X48W8X40W8X35W8X31W8X28W8X24W8X21W8X18W8X15W8X13W8X10W6X25W6X20W6X15W6X16W6X12W6X9W6X8.5W5X19W5X16W4X13M12X11.8M12X10.8M12X10M10X9M10X8M10X7.5M8X6.5M8X6.2M6X4.4M6X3.7M5X18.9M4X6S24X121S24X106S24X100S24X90S24X80S20X96S20X86S20X75S20X66S18X70S18X54.7S15X50S15X42.9S12X50S12X40.8S12X35S12X31.8S10X35S10X25.4S8X23S8X18.4S6X17.25S6X12.5S5X10S4X9.5S4X7.7S3X7.5S3X5.7HP14X117HP14X102HP14X89HP14X73HP12X84HP12X74HP12X63HP12X53HP10X57HP10X42HP8X36

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GirderDanielPROJECT :PAGE :Tian LiCLIENT :DESIGN BY :ENGINEERS, INC.JOB NO. :DATE :REVIEW BY :Plate Girder Design Based on AISC Manual 13th Edition (AISC 360-05)INPUT DATA & DESIGN SUMMARYSTEEL YIELD STRESSFy =50ksiSIMPLY SUPPORTED SPANS =15ftSUPERIMPOSED UNIFORM DEAD LOADDL =kips / ftUNIFORM LIVE LOADLL =kips / ftPOINT DEAD LOADPDL =kipsPOINT LIVE LOADPLL =kipsDISTANCE POINT LOAD TO ENDc =ftTOP FLANGE WIDTHbf,top =10.00inTOP FLANGE THICKNESStf,top =0.62inBOTTOM FLANGE WIDTHbf,bot =10inBOTTOM FLANGE THICKNESStf,bot =0.615inWEB THICKNESStw =0.37inBEAM DEPTHd =10.1in1/4 x 4 STIFFENER, E. SIDES, AT SUPPORTS ONLY.UNBRACED LENGTHLb =15ftFLANGE TO WEB WELDING USE 1/4 in - 24 in @ 2293 in o.c.THE GIRDER DESIGN IS ADEQUATE.ANALYSISCHECK LIMITING WIDTH-THICKNESS RATIOS FOR WEB (AISC 365-05 Table B4.1)hc / tw =23.97