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