R5Asfgsfg
1
Wood Beam ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Licensee : Lic. # : File: E:\CSDS 2012\DHLA 2013\7) Wildflower Beach House\Calculation\Enercalc\roofbeams.ec6 Description : RB5A Material Properties Beam Bracing : Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Completely Unbraced Allowable Stress Design Douglas Fir - Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 32.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psi Fc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination : 2009 IBC & ASCE 7-05 2-2x10 Span = 1.580 ft D(0.028) Lr(0.04) D(0.015) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0140, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (ROOF) Uniform Load : D = 0.0150 ksf, Tributary Width = 1.0 ft, (WALL ABV) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.008 : 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 0.790 ft 0.11 psi = = FB : Allowable 960.87 psi Fv : Allowable 2-2x10 Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 = Load Combination +D+Lr+H = = = 170.00 psi = = Section used for this span 2-2x10 fb : Actual Maximum Shear Stress Ratio 0.001 : 1 0.814 ft = = 7.81 psi fv : Actual Maximum Deflection 0 <240 386784 Ratio = 0 <180 Max Downward L+Lr+S Deflection 0.000 in 0 Ratio = <240 Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.000 in Ratio = Max Upward Total Deflection 0.000 in Location in Span Load Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads D+Lr 1 0.0000 0.798 0.0000 0.000 Load Combination Support 1 Support 2 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.070 0.070 D Only 0.039 0.039 Lr Only 0.032 0.032 D+Lr 0.070 0.070
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Wood BeamENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver:6.11.6.23Licensee : Lic. # :File: E:\CSDS 2012\DHLA 2013\7) Wildflower Beach House\Calculation\Enercalc\roofbeams.ec6Description : RB5AMaterial PropertiesBeam Bracing :Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05Completely UnbracedAllowable Stress DesignDouglas Fir - LarchNo.2875.0875.0600.0625.01,300.0470.0170.0425.0 32.210Analysis Method :Eminbend - xx ksiWood Species :Wood Grade:Fb - TensionpsipsiFv psiFb - ComprFt psiFc - Prll psipsi Fc - PerpE : Modulus of ElasticityEbend- xx ksiDensity pcfLoad Combination :2009 IBC & ASCE 7-052-2x10Span =1.580 ftD(0.028) Lr(0.04)D(0.015)Applied LoadsService loads entered. Load Factors will be applied for calculations.Beam self weight calculated and added to loadsUniform Load :D = 0.0140,Lr = 0.020 ksf,Tributary Width = 2.0 ft, (ROOF)Uniform Load :D = 0.0150 ksf,Tributary Width = 1.0 ft, (WALL ABV)DESIGN SUMMARYDesign OKMaximum Bending Stress Ratio0.008: 1Load Combination +D+Lr+HSpan # where maximum occurs Span # 1Location of maximum on span 0.790ft0.11psi ==FB : Allowable 960.87psi Fv : Allowable2-2x10 Section used for this spanSpan # where maximum occursLocation of maximum on spanSpan # 1 =Load Combination +D+Lr+H===170.00psi = =Section used for this span 2-2x10fb : ActualMaximum Shear Stress Ratio0.001 : 1 0.814ft ==7.81psi fv : ActualMaximum Deflection0
