> ## Documentation Index
> Fetch the complete documentation index at: https://calcs.com/docs/llms.txt
> Use this file to discover all available pages before exploring further.
# US Wood Beam Validation Examples
## Introduction
* Quick 2-3 sentences on why an engineer would want validation examples
* For the rest of the article, follow similar format as existing validation example articles
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.