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Beam Design - Roof Beam@ living rm

1. Beam Data

Load Type: Uniform Dist. Load  
Support: Simple Beam  
Beam Type: Glulam  
Species: Western Species  
Grade: 24F-V4 1.8E DF/DF  
Size: 5.5 x 10.5  
Design Span (L): 12.75 ft.
Clear Span: 12.50 ft.
Total Span: 13.00 ft.
Bearing (lb): 3 in.
Quantity (N): 1  

2. Design Loads

Live Load: 383 plf
Dead Load: 302 plf
Selfweight: 172.6 lbs
Dist. Selfweight: 13.54 plf
Total Weight: 176.0 lbs

3. Design Options

Lateral Support: braced
Defl. Limits: 360|240
Load Duration: 1.15
Exposure: dry
Temperature: T <= 100°F
Orientation: Vertical

4. Design Assumptions and Notes

Code Standard: IBC 2015, NDS 2015
Bending Stress: Parallel to Grain
Notes:

5. Adjustment Factors


Factor Description Fb Ft Fv Fc Fc⊥ E/Emin
CD Load Duration Factor 1.15 1.15 1.15 1.15 - -
CM Wet Service Factor 1 1 1 1 1 1
Ct Temperature Factor 1 1 1 1 1 1
CL Beam Stability Factor 1 - - - - -
CV Volume Factor 1.0b - - - - -
Cfu Flat Use Factor N/Ac - - - - -
                  a) Adjustment factors per AWC NDS 2015 and NDS 2015 Supplement.
                  b) The volume factor, CV, shall not apply simultaneously with the beam stability factor, CL. The lesser factor shall apply.
                  c) Only applies when glulam beam is loaded in bending about the y-y axis.
Beam Design Keith Eilers 1195 Beach Ave, Lummi Is WA 98262 310
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6. Beam Calculations

Determine reference design values, sectional properties and self weight of beam:

A = b x d

 , 

 , 

where:

b = Breadth of rectangular beam in bending (in.)
d = Depth of rectangular beam in bending (in.)
A = Cross sectional area of beam (in.2)
Sx = Section modulus about the X-X axis (in.3)
Sy = Section modulus about the Y-Y axis (in.3)
Ix = Moment of inertia about the X-X axis (in.4)
Iy = Moment of inertia about the Y-Y axis (in.4)

b = 5.500 in.
d = 10.500 in.
A = 5.500 x 10.500 = 57.75 in.2
Sx = (5.500)(10.500)2/6 = 101.06 in.3
Sy = (5.500)2(10.500)/6 = 52.94 in.3
Ix = (5.500)(10.500)3/12 = 530.58 in.4
Iy = (5.500)3(10.500)/12 = 145.58 in.4

Reference Design Values from Table 5A NDS Supplement (Reference Design Values for Structural Glue Laminated Softwood Timber Combinations).

Species & Grade Fbx+ Fbx- Fc⊥x Fvx Ex Eminx Fby Fc⊥y Fvy Ey Eminy Ft Fc G
24F-V4 1.8E DF/DF 2400 1850 650 265 1800000 950000 1450 560 230 1600000 850000 1100 1650 0.5

The following formula shall be used to determine the density of wood (lbs/ft3.  (NDS Supplement Sec. 3.1.3)



where:

ρw = Density of wood (lbs/ft3
G = Specific gravity of wood (dimensionless)
m.c. = Moisture content of wood (percentile)

G = 0.5
m.c. = 16 %   (Max. moisture content at dry service conditions)
Beam Design Keith Eilers 1195 Beach Ave, Lummi Is WA 98262 310
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= 33.76 lbs/ft3

Volumetotal = N[A x (L + lb)] = 1 x [57.75 x (153.00 + 3)] x (12 in./ft.)3 = 5.21 ft3
Volumespan = N[A x L] = 1 x [57.75 x 153.00] x (12 in./ft.)3 = 5.11 ft3

Total Weight (WT) = ρw x Volumetotal = 33.76 x 5.21 = 176.0 lbs
Self Weight (WS) = ρw x Volumespan = 33.76 x 5.11 = 172.6 lbs

Distributed Self Weight (ws) = = 13.54 plf


Load, Shear and Moment Diagrams:

383 plf
302 plf
  ws = 13.54 plf  
12.75 ft.
12.50 ft.
13.00 ft.
4540.51 lbs
4540.51 lbs


Beam Design Keith Eilers 1195 Beach Ave, Lummi Is WA 98262 310
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1.) Bending:

Members subject to bending stresses shall be proportioned so that the actual bending stress or moment shall not exceed the adjusted bending design value:

fb ≤ Fb'  (NDS Sec. 3.3.1)

where:

fb = M / S
Fbx' = Fbx(CD)(CM)(Ct)(CV)   or   Fbx' = Fbx(CD)(CM)(Ct)(CL)

Beam is braced laterally along its compression edge. Laterial stability is not a consideration:

CL = Beam Stability Factor = 1.0

CV = = 1.0

Neither volume effect nor lateral stability govern:

CV = 1.0

Fbx' = (2400)(1.15)(1)(1)(1.0) = 2760.0 psi

fb = = 1685.4 psi

 fb = 1685.4 psi < Fbx' = 2760.0 psi  (CSI = 0.61)   ➜  OK
Beam Design Keith Eilers 1195 Beach Ave, Lummi Is WA 98262 310
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2.) Shear:

Members subject to shear stresses shall be proportioned so that the actual shear stress parallel to grain or shear force at any cross section of the bending member shall not exceed the adjusted shear design value:

fv ≤ Fv'  (NDS Sec. 3.4.1)

where:

fv =

Fv' = Fv(CD)(CM)(Ct)

Fvx' = (265)(1.15)(1)(1) = 304.75 psi

Shear Reduction: For beams supported by full bearing on one surface and loads applied to the opposite surface, uniformly distributed loads within a distance, d, from supports equal to the depth of the bending member shall be pemitted to be ignored. For beams supported by full bearing on one surface and loads applied to the opposite surface, concentrated loads within a distance equal to the depth of the bending member from supports shall be permitted to be multiplied by x/d where x is the distance from the beam support face to the load. See NDS 2015, Figure 3C.

fv* = = 99.79 psi

 fv* = 99.79 psi < Fvx' = 304.75 psi  (CSI = 0.33)   ➜  OK


No Reduction in Shear (conservative):

fv = = 115.67 psi

 fv = 115.67 psi < Fvx' = 304.75 psi  (CSI = 0.38)   ➜  OK


3.) Deflection:

Bending deflections calculated per standard method of engineering mechanics for live load and total load:

LL Allowable: L/360
TL Allowable: L/240

Ex' = Ex(CM)(Ct) = 1800000(1)(1) = 1800000 psi
Beam Design Keith Eilers 1195 Beach Ave, Lummi Is WA 98262 310
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ΔLL = = 0.24 in.

(L/d)LL = 153.00 / 0.24 = 642

 ΔLL = 0.24 in = L/642 < L/360   ➜  OK


ΔTL = = 0.43 in.

(L/d)TL = 153.00 / 0.43 = 352

 ΔTL = 0.43 in = L/352 < L/240   ➜  OK


4.) Bearing:

Members subject to bearing stresses perpendicular to the grain shall be proportioned so that the actual compressive stress perpendicular to grain shall be based on the net bearing area and shall not exceed the adjusted compression design value perpendicular to grain:

fc⊥ ≤ Fc⊥'  (NDS Sec. 3.10.2)

where:

fc⊥ =

Fc⊥' = Fc⊥(CM)(Ct)

Fc⊥x' = (650)(1)(1) = 650.00 psi

Ab = b x lb = 5.5 x 3 = 16.50 in2

fc⊥ = = 275.2 psi

 fc⊥ = 275.2 psi < Fc⊥x' = 650.00 psi  (CSI = 0.42)   ➜  OK









*Disclaimer: The calculations produced herein are for initial design and estimating purposes only. The calculations and drawings presented do not constitute a fully engineered design. All of the potential load cases required to fully design an actual structure may not be provided by this calculator. For the design of an actual structure, a registered and licensed professional should be consulted as per IRC 2012 Sec. R802.10.2 and designed according to the minimum requirements of ASCE 7-10. The beam calculations provided by this online tool are for educational and illustrative purposes only. Medeek Design assumes no liability or loss for any designs presented and does not guarantee fitness for use.
Beam Design Keith Eilers 1195 Beach Ave, Lummi Is WA 98262 310
Engineer Name ENGINEERING COMPANY INC.
Street Address City, CA 99999
ph. (800) 000-0000    www.website.com 		-
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