US Wood Beam Validation Examples

Introduction

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In the following examples, we’ll go through the design of a wood beam (ASD/LRFD) to NDS 2018. The following examples outline the results for moment, shear and deflection design in Calcs.com compared to textbook results. These examples come from an extensive list of different sources used to verify the accuracy of our calculators.

Example 1:

Reference: Donald E. Breyer, P.E., Design of Wood Structures ASD/LRFD McGraw-Hill. Example 6-18 (ASD).

Inputs

Parameter	Value
Beam Size and Grade	2x6 D.Fir-L No. 1
Beam Plan Length	13.5 ft
Continuous Bracing	Top & Bottom Braced
Applied Loads	D: 14 psf, Lr: 20 psf

Outputs

ASD (Example 6-18)

Result	Example	Calcs.com
Section Modulus, S	7.56 in^3	7.56 in^3
Adjusted Bending Strength F’b	1870 psi	1870 psi
Allowable Bending Moment, M	M =F’b S = 1870 psi 7.56 in3 =14137.2 lbin =1178.1 lbft	1177.7 lb-ft
Adjusted Shear Strength, F’v	225 psi	225 psi
Allowable Shear, V	V = 23F’v A = 23225 psi8.25 in2 =1237.5 lb	1237.5 lb
Live/short-term deflection	0.56 in	-0.564 in
Long-term deflection	0.76 in	-0.761 in
Bearing F’c,perp	625 psi	625 psi

Example 2:

Reference: Donald E. Breyer, P.E., Design of Wood Structures ASD/LRFD McGraw-Hill. Example 6-19 (LRFD).

Inputs

Parameter	Value
Beam Size and Grade	2x6 D.Fir-L No. 1
Beam Plan Length	13.5 ft
Continuous Bracing	Top & Bottom Braced
Applied Loads	D: 14 psf, Lr: 20 psf

Outputs

Result	Example	Calcs.com
Section Modulus, S	7.56 in^3	7.56 in^3
Adjusted Bending Strength F’b	2.58 ksi	2.582 ksi
Allowable Bending Moment, M	M’n=19.504.8 kin =1625 lbft	1627.3 lb-ft
Adjusted Shear Strength, F’v	311 psi	311 psi
Allowable Shear, V	1710 lb	1710 lb
Bearing F’c,perp	938 psi	939 psi

Example 3:

Reference: Aghayere Ex 4.1

Inputs

Parameter	Value
Beam Size and Grade	2x14 D.Fir-L SS
Beam Plan Length	19 ft
Continuous Bracing	Top & Bottom Braced
Applied Loads	D: 40 psf, Lr: 40 psf

Outputs

Result	Example	Calcs.com
Adjusted Bending Strength F’b	1553 psi	1552.5 psi
Adjusted Shear Strength F’v	180 psi	180 psi
Live/short-term deflection	0.29 in	-0.283 in
Dead/Long-term deflection*	0.29 in	-0.425 in
Minimum Required Bearing Length	1.09 in	1.08 in

*The difference in long term deflection is due to the total load combination for the governing long term deflection. The example considers only the dead load, while Calcs.com includes the D+L load combination to consider creep effects. By viewing the load combination D on the graphs, the value of 0.29 inches can be observed.

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Introduction

Example 1:

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Example 2:

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Example 3:

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​Example 1:

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​Example 2:

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Introduction

Example 1:

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Example 2:

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Example 3:

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