2FB4SFGSFG

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Wood Beam Design ENERCALC, INC. 1983-2010, Ver: 6.1.03 License Owner : Lic. # : File: G:\30) Longridge Residence\Calculations\Enercalc\Roof Beams.ec6 Description : 2FB4 Material Properties Beam Bracing : Calculations per IBC 2006, CBC 2007, 2005 NDS Completely Unbraced Allowable Stress Design iLevel Truss Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 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 : 2006 IBC & ASCE 7-05 2.6875x11.875 Span = 3.750 ft 2.6875x11.875 Span = 18.750 ft D(0.35) L(0.84) D(0.02128) L(0.0532) D(0.02128) L(0.0532) D(0.01) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0160, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0160, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Uniform Load : D = 0.010 k/ft, Extent = 11.0 -->> 18.750 ft, Tributary Width = 1.0 ft, (WALL ABV) Point Load : D = 0.350, L = 0.840 k @ 11.0 ft, (FROM 2FB3) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.668 : 1 Load Combination +D+L+H Span # where maximum occurs Span # 2 Location of maximum on span 10.962 ft 66.49 psi = = FB : Allowable 2,504.73 psi Fv : Allowable 2.6875x11.875 Section used for this span Span # where maximum occurs Location of maximum on span Span # 2 = Load Combination +D+L+H = = = 290.00 psi = = Section used for this span 2.6875x11.875 fb : Actual Maximum Shear Stress Ratio 0.229 : 1 17.885 ft = = 1,673.99 psi fv : Actual Maximum Deflection 360 342 Ratio = 242 Max Downward L+Lr+S Deflection 0.438 in 513 Ratio = Max Upward L+Lr+S Deflection -0.249 in Ratio = Max Downward Total Deflection 0.656 in Ratio = Max Upward Total Deflection -0.372 in Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values Load Combination d Summary of Shear Values Max Stress Ratios M C V fb-design Mactual fv-design Fb-allow Vactual Fv-allow Segment Length +D Length = 3.750 ft 1 0.013 0.067 1.000 -0.20 37.96 2,869.77 0.41 290.00 19.42 Length = 18.750 ft 2 0.219 0.079 1.000 2.89 549.23 2,504.73 0.49 290.00 23.00 +D+L+H Length = 3.750 ft 1 0.038 0.200 1.000 -0.57 109.01 2,869.77 1.23 290.00 57.94 Length = 18.750 ft 2 0.668 0.229 1.000 8.81 1,673.99 2,504.73 1.41 290.00 66.49 +D+Lr+H Length = 3.750 ft 1 0.011 0.054 1.250 -0.20 37.96 3,575.51 0.41 362.50 19.42 Length = 18.750 ft 2 0.195 0.063 1.250 2.89 549.23 2,812.01 0.49 362.50 23.00 +D+0.750Lr+0.750L+H

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Transcript of 2FB4SFGSFG

  • Wood Beam Design ENERCALC, INC. 1983-2010, Ver: 6.1.03License Owner :Lic. # :

    File: G:\30) Longridge Residence\Calculations\Enercalc\Roof Beams.ec6

    Description : 2FB4

    Material Properties

    Beam Bracing :

    Calculations per IBC 2006, CBC 2007, 2005 NDS

    Completely Unbraced

    Allowable Stress Design

    iLevel Truss JoistParallam PSL 2.0E

    2,900.02,900.02,900.0

    750.0

    2,000.01,016.54

    290.02,025.0 32.210

    Analysis Method :

    Eminbend - xx ksiWood Species :Wood Grade :

    Fb - Tensionpsipsi

    Fv psi

    Fb - Compr

    Ft psi

    Fc - Prll psipsiFc - Perp

    E : Modulus of ElasticityEbend- xx ksi

    Density pcf

    Load Combination :2006 IBC & ASCE 7-05

    2.6875x11.875

    Span = 3.750 ft

    2.6875x11.875

    Span = 18.750 ft

    D(0.35) L(0.84)D(0.02128) L(0.0532) D(0.02128) L(0.0532)

    D(0.01)

    Applied Loads Service loads entered. Load Factors will be applied for calculations.Beam self weight calculated and added to loadsLoad for Span Number 1

    Uniform Load : D = 0.0160, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR)Load for Span Number 2

    Uniform Load : D = 0.0160, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR)Uniform Load : D = 0.010 k/ft, Extent = 11.0 -->> 18.750 ft, Tributary Width = 1.0 ft, (WALL ABV)Point Load : D = 0.350, L = 0.840 k @ 11.0 ft, (FROM 2FB3)

    DESIGN SUMMARY Design OKMaximum Bending Stress Ratio 0.668: 1

    Load Combination +D+L+H

    Span # where maximum occurs Span # 2Location of maximum on span 10.962ft

    66.49 psi=

    =

    FB : Allowable 2,504.73psi Fv : Allowable

    2.6875x11.875Section used for this span

    Span # where maximum occursLocation of maximum on span

    Span # 2=

    Load Combination +D+L+H=

    =

    =

    290.00 psi==

    Section used for this span 2.6875x11.875fb : Actual

    Maximum Shear Stress Ratio 0.229 : 1

    17.885 ft==

    1,673.99psi fv : Actual

    Maximum Deflection

    360342

    Ratio = 242

    Max Downward L+Lr+S Deflection 0.438 in 513Ratio =Max Upward L+Lr+S Deflection -0.249 in Ratio =Max Downward Total Deflection 0.656 in Ratio =Max Upward Total Deflection -0.372 in

    Maximum Forces & Stresses for Load Combinations

    Span #Summary of Moment ValuesLoad Combination

    d

    Summary of Shear ValuesMax Stress RatiosM CV fb-designMactual fv-designFb-allow Vactual Fv-allowSegment Length

    +D Length = 3.750 ft 1 0.013 0.067 1.000 -0.20 37.96 2,869.77 0.41 290.00 19.42 Length = 18.750 ft 2 0.219 0.079 1.000 2.89 549.23 2,504.73 0.49 290.00 23.00+D+L+H Length = 3.750 ft 1 0.038 0.200 1.000 -0.57 109.01 2,869.77 1.23 290.00 57.94 Length = 18.750 ft 2 0.668 0.229 1.000 8.81 1,673.99 2,504.73 1.41 290.00 66.49+D+Lr+H Length = 3.750 ft 1 0.011 0.054 1.250 -0.20 37.96 3,575.51 0.41 362.50 19.42 Length = 18.750 ft 2 0.195 0.063 1.250 2.89 549.23 2,812.01 0.49 362.50 23.00+D+0.750Lr+0.750L+H

  • Wood Beam Design ENERCALC, INC. 1983-2010, Ver: 6.1.03License Owner :Lic. # :

    File: G:\30) Longridge Residence\Calculations\Enercalc\Roof Beams.ec6

    Description : 2FB4

    Span #Summary of Moment ValuesLoad Combination

    d

    Summary of Shear ValuesMax Stress RatiosM CV fb-designMactual fv-designFb-allow Vactual Fv-allowSegment Length

    Length = 3.750 ft 1 0.032 0.167 1.000 -0.48 91.25 2,869.77 1.03 290.00 48.31 Length = 18.750 ft 2 0.556 0.192 1.000 7.33 1,392.80 2,504.73 1.18 290.00 55.62

    Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" DeflOverall Maximum Deflections - Unfactored Loads

    D+L+Lr 1 0.0000 0.000 -0.3719 0.000D+L+Lr 2 0.6560 9.808 0.0000 0.000

    Load Combination Support 1 Support 2 Support 3Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS

    Overall MAXimum 1.494 1.610D Only 0.523 0.544L Only 0.972 1.065D+L+S 1.494 1.610D+L+Lr 1.494 1.610