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Flexural Capacity-Positive Bending(AISC 360.16,Chapter F) <br /> Lateral-Torsional Buckling Governs?- LTB+ = No <br /> Positive Bending flax <br /> Flexural Capacity-Negative Bending(AISC 360-16,Chapter F) I <br /> Lateral-Torsional Buckling Governs?- LTB— = No <br /> Negative Bending nag <br /> Shear Capacity(AISC 360-16,Chapter G) <br /> Shear Safety Factor Q, = 1.67 AISC 36016 G'_l(a) <br /> Shear Slenderness h/ta, = 5.98 <br /> Shear Buckling Coefficient k„ = 1.2 AISC 360-1662.1.tb)(2) <br /> Shear Buckling Coefficient Ci2 = 1 AISC 360-16Use,noleG6 <br /> Nominal Shear Capacity V,t = 34 6001b AISC 360-1662.1 <br /> IDeflections <br /> Deflections per Span liable = <br /> Span Length L(a) I Span Type Deflection 6(m) I Deflection Limit Al_(In) Deflection Utilisation 6/Abe„ Deflection Ratio L/ <br /> 0.8881 Cant 0.0231 0.0296I 0.779 462 <br /> 3.78 Int -0.0274I 0.1261 0.217 1660 <br /> 0.6(7( Cant I 0.0131 I 0.0222_I 0.591 609 <br /> Long-term Deflections per Span hableLT = <br /> Span Length L QO Span Type Deflection 6(tn) I Deflection Limit Al;,,(in) Defletlbn_UNaation6/Al;, Deflection Ratio L/ <br /> 0.888 Cant I 0.0231 I 0.0444 0.519 462 <br /> 3.781 Int I -0.0274 0.189 0.145 1660 <br /> 0.6671 Cant I 0.0131 I 0.0333 0.394 I 609 <br /> IComments <br /> IAssumptions <br /> 1.Axial load is assumed to be negligible.This is a particularly important point for inclined beams,in which axial load is by definition non- <br /> zero;it is left to the engineer to verify that the axial load is,in fact,negligible. <br /> 2.Members are straight and prismatic(not-tapered) <br /> z3ia, <br /> Greenfield Rev 3 Page 33 of 52 <br />