Beam-Column AISC 2005 DOCUMENT NO.SHEETAtasehir Gardens PodiumOFSUBJECTSUBJECTCALCULATIONSOUTPUTMember:Beam ColumnLocation:Pavillion TrussBEAM-COLUMN DESIGN(INPUT VALUES IN BLUE)Design ForcesMax Moment (Mux)=1900.00 kN-mMax Moment (Muy)=100.00 kN-mMax Shear (Vux)=450.00 kNMax Shear (Vuy)=100.00 kNMax Axial Load (Nu)=100.00 kN(compression)Section Properties (Hot Rolled Section)SectionD=850.9mmDepth of the sectionYESh=797.3mmDepth of the webNOb=293.8mmWidth of the flangetw=16.1mmThickness of the webtp=26.8mmThickness of the flangeA=28584mm2Gross area of the sectionOverwrite ValuesNOIx=3354667170mm4Moment of inertia about the major axis155029792mm4Iy=113553544mm4Moment of inertia about the minor axis6700417mm4rx=343mmRadius of gyration about the major axis120mmry=63mmRadius of gyration about the minor axis25mmSx=7884986mm3Section modulus about the major axis954029mm3Sy=772999mm3Section modulus about the minor axis107207mm3Zx=9047473mm3Plastic Section modulus about the major axis1168625mm3Zy=1208334mm3Plastic Section modulus about the minor axis184750mm3J=4916604.85mm4Torsional moment of inertia1325867mm4hO=824.1mmDistance of the shear centers of the flangesLb=4000mmUnbraced LengthJ4916604.85mm4Approximate J of I ShapesMaterial Propertiessteel gradedesign strength to be usedSteel Grade=275.0275.0265Maximum plate thickness=26.8mm355.0345Fy=265N/mm2460.0440E=200kN/mm2e=(275/py)^(1/2) =1.0186932065Illustration293.826.8850.916.126.8DOCUMENT NO.SHEETAtasehir Gardens PodiumOFSUBJECTSUBJECTCALCULATIONSOUTPUTMember:Beam ColumnLocation:Pavillion TrussBEAM-COLUMN DESIGN(1)Shape Limits Flexure - AISC 2005 Table B4.1)Limits for web:h/tw=49.52=103.30=156.59COMPACT WEBLimits for flange:b/tp=5.48=10.44=27.47COMPACT FLANGEOK!(2)Design for Flexure-Doubly Symmetric I-Shapes (MAJOR AXIS) (AISC 2005 Cl. F2)Check for YieldingMn=Mp=Fy Zx=2397.58KN-mPlastic Capacity0.7FySx1462.6648488786Check for Lateral Torsional Buckling0.2952420544Conditions276.0263628951(a)=2397.58KN-m2121.55(b)=2121.55431.8401749278431.8401749278KN-m(c)=2089.5212126836KN-mwhere:=788.1798855155N/mm2BENDING PARAMETERS=77.03(valid only for doubly symmetric I shapes)Compute for Lp and LrLp=3.05m=754.72=27.47Lr=6.27m=0.00093Lb=4.00mUnbraced lengthCONDITION (b) GOVERNSTake Cb=1.00(conservative assumption)=1321.65Flexural Capacity of SectionMn=2397.58KN-m=2696.3128505277FbMn=2157.82KN-mOK! FOR BENDING(88.05%)UtilizationDOCUMENT NO.SHEETAtasehir Gardens PodiumOFSUBJECTSUBJECTCALCULATIONSOUTPUTMember:Beam ColumnLocation:Pavillion Truss(3)Design for Flexure-Doubly Symmetric I-Shapes (MINOR AXIS) (AISC 2005 Cl. F6)Check for YieldingMn=Mp=Fy Zy=320.21KN-mFbMn=288.19KN-mOK! FOR BENDING(34.70%)UtilizationSHEAR PARAMETERS(4)Design for Shear (AISC 2005 Cl. G.1, Cl. G.2)h/tw=52.85Determination of Web Shear Coefficient Cv2.24 (E/Fy)0.5=61.54Conditions1.10 (E/Fy)0.5=30.22Lower LimitFor rolled shapes1.37 (E/Fy)0.5=37.64Upper Limit(a)h/tw 2.24 (E/Fy)0.52.24 (E/Fy)0.5=61.54For rolled shapes takeFv=1.00For all other doubly symmetric and singly symmetric shapes(b1)h/tw 1.10 (E/Fy)0.5Cv=1.00(b2)1.10 (E/Fy)0.5 h/tw 1.37 (E/Fy)0.51.10 (E/Fy)0.5=30.22=1.28(b3)h/tw > 1.37 (E/Fy)0.51.37 (E/Fy)0.5=37.64=1.35Check if stiffeners are required, limit:h/tw 2.46(E/Fy)0.5=67.58actual h/tw=52.85STIFFENERS NOT REQD!Take kv=5.00(unstiffened web)Use Cv=1.00,Use Fv=1.00CONDITION (a) GOVERNSShear Capacity of SectionVn=0.6 Fy Aw CvAw = d tw=12836.53mm2Shear areaVn=2041.01KNFvVn=2041.00827KNOK! FOR SHEAR(22.05%)Utilization(5)Shape Limits for Axial Compression (AISC 2005 Table B4.1)Limits for web:h/tw=49.52=40.93SLENDER WEB!Limits for flange:b/tp=5.48=15.38OK! FLANGE NOT SLENDERNOT OK!DOCUMENT NO.SHEETAtasehir Gardens PodiumOFSUBJECTSUBJECTCALCULATIONSOUTPUTMember:Beam ColumnLocation:Pavillion TrussAXIAL COMPRESSION PARAMETERS(5)Compressive Strength for Flexural Buckling of Members (AISC 2005 Cl.E4)4.71 (E/Fy)0.5=129.390.54070653220.7974685291Effective Length Factor K1.00Refer to table AISC 2005 Cl. CFy=265N/mm2211.3291602142Effective Length KL4000mmKL/r=63.464.71(E/Fy)=429.82CONDITION (a) GOVERNS!Elastic critical buckling stress FeFe=(2E)/(KL/r)2=490.10N/mm2Axial Capacity of SectionPn=Fcr Ag=6040.6770946872KNFcPn=5436.6093852185KNOK FOR AXIAL COMP!(1.84%)Utilization(6)Doubly and Singly Symmetric Members Subject to Flexure and Axial (AISC 2005 Cl. H1)Pr/Pc=0.018CONDITION (a) GOVERNS(a)100+8(1900+100)=1.11FAILS!543792158288(b)100+(1900+100)=1.24FAILS!108732158288DOCUMENT NO.SHEETOFSUBJECTSUBJECTCALCULATIONSOUTPUTDOCUMENT NO.SHEETOFSUBJECTDOCUMENT NO.SHEETOFSUBJECTDOCUMENT NO.SHEETOFSUBJECTUTILITY ACCESS DESIGN - ROOF SLAB 1200 THICKSUBJECTCALCULATIONSOUTPUTDOCUMENT NO.SHEETOFSUBJECTDOCUMENT NO.SHEETOFSUBJECT

NOTE:SPREADSHEET VALID ONLY FOR HOT ROLLED SECTIONS WITH COMPACT WEBS AND COMPACT FLANGESNOTE:SPREADSHEET ASSUMES UNSTIFFENED WEB, IF STIFFENERS ARE NEEDED PLEASE SEE OTHER SPREADSHEET FOR COMPUTING kv

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