8/12/2019 RB46

1/1

Wood Beam ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver:6.11.6.23Licensee :Lic. # :

File: \\Server\csds 2012\DHLA\7) Boccella Residence\Calculations\Enercalc\ROOF BEAMS.ec6

Description : RB46 HDR

Material Properties

Beam Bracing :

Calculati ons per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05

Beam bracing is defined as a set spacing over all spans

Allowable Stress Design

Douglas Fir - LarchNo.1

1,350.01,350.0925.0625.0

1,600.0580.0

170.0675.0 32.210

Analysis Method :

Eminbend - xx ksi

Wood Species :Wood Grade :

Fb - Tension psipsi

Fv psi

Fb - Compr

Ft psi

Fc - Prll psipsiFc - Perp

E : Modulus of ElasticityEbend- xx ksi

Density pcf

Load Combination :2009 IBC & ASCE 7-05

Unbraced LengthsFirst Brace starts at ft from Left-Most supportRegular spacing of lateral supports on length of beam = 1.330 ft

6x6

Span = 3.250 ft

D(1.7) Lr(1.52)

D(0.1064) Lr(0.152)

D(0.075)

D(0.0525) Lr(0.075)

Appl ied 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 = 0.0140, Lr = 0.020 ksf, Extent = 0.0 -->> 1.750 ft, Tributary Width = 7.60->0.0 ft, (ROOF)Uniform Load : D = 0.0150 ksf, Tributary Width = 5.0->0.0 ft, (WALL ABV)Uniform Load : D = 0.0140, Lr = 0.020 ksf, Extent = 1.750 -->> 3.250 ft, Tributary Width = 3.750->0.0 ft, (ROOF)

Point Load : D = 1.70, Lr = 1.520 k @ 1.750 ft, (FR RB26-L)DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.838: 1

Load Combination +D+0.750Lr+0.750L+H

Span # where maximum occurs Span # 1Location of maximum on span 1.755ft

89.49 psi=

=

FB : Allowable 1,350.00psi Fv : Allowable

6x6Section used for this span

Span # where maximum occursLocation of maximum on span

Span # 1=

Load Combination +D+0.750Lr+0.750L+H=

=

=

170.00 psi==

Section used for this span 6x6fb : Actual

Maximum Shear Stress Ratio 0.526 : 1

2.795ft==

1,131.56psi fv : Actual

Maximum Deflection

0