> ## 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.

# Wood Column to NDS 2018 - Validation Examples

> Wood Column to NDS 2018 - Validation Examples

Validation and design examples for wood columns per NDS 2018. Note that values will vary slightly (+/- 1%) due to round-off errors.

### Example 1 - Sawn Lumber Column using ASD and LRFD

Reference: Abi Aghayere and Jason Vigil, *Structural Wood Design, 2nd Edition*, 2017, Taylor & Francis, **Example 5.6, p. 299**

### Inputs

| Parameter               | Value                                                                        |
| ----------------------- | ---------------------------------------------------------------------------- |
| Column Size & Grade     | 6x6 D.Fir-L No. 1                                                            |
| Column Unbraced Lengths | $L_x = L_y =$ 12'                                                            |
| Service Conditions      | Dry, normal temperature                                                      |
| Axial Loads             | $D$ = 6,800 lb, $S$ = 10,200 lb, Self-weight not considered, No eccentricity |
| <br />                  |                                                                              |

### Outputs

| Result                        | Example (ASD/LRFD)    | Calcs.com (ASD/LRFD)  |
| ----------------------------- | --------------------- | --------------------- |
| Design Load                   | 17,000 lb / 24,500 lb | 17,000 lb / 24,500 lb |
| Buckling Stress $F_{cE}$      | 695 psi / 1,042 psi   | 696 psi / 1040 psi    |
| Column Stability Factor $C_p$ | 0.502 / 0.502         | 0.503 / 0.501         |
| Allowable Column Capacity\*   | 17,463 lb / 26,300 lb | 17,497 lb / 26,205 lb |
| <br />                        |                       |                       |

### Example 2 - Exterior Stud Wall Using ASD

Reference: Abi Aghayere and Jason Vigil, *Structural Wood Design, 2nd Edition*, 2017, Taylor & Francis, **Example 5.9, p. 313**

### Inputs

| Parameter               | Value                                                                                            |
| ----------------------- | ------------------------------------------------------------------------------------------------ |
| Column Size & Grade     | 2x6 D.Fir-L No. 2 @ 2' o.c.                                                                      |
| Column Unbraced Lengths | $L_x$ = 10', $L_y =$ 0' (braced by sheathing for Y-axis buckling and lateral-torsional buckling) |
| Service Conditions      | Dry, normal temperature, repeating member                                                        |
| Axial Loads             | $D$ = 1,440 lb, $L$ = 640 lb, $S$ = 1,440 lb, Self-weight not considered, No Eccentricity<br />  |
| Lateral Loads           | $W$ = 25 psf (specified as $0.6W$ = 15 psf in the example)                                       |
|                         |                                                                                                  |

### Outputs

The example splits into 4 main design checks (the first one is ignored as it checks for net section bearing stress which is irrelevant in this case)

**Design Check 2 - Pure Axial Loading and Bearing**

| Result                              | Example         | Calcs.com       |
| ----------------------------------- | --------------- | --------------- |
| Governing Load Case                 | D + 0.75(L + S) | D + 0.75(L + S) |
| Governing Axial Load                | 3,000 lb        | 3,000 lb        |
| Column Stability Factor $C_p$<br /> | 0.492           | 0.491           |
| Allowable Compression Stress        | 840 psi         | 839 psi         |
| Allowable Bearing Stress            | 625 psi         | 625 psi         |
| Utilization Ratio \*                | 43.3%           | 43.3%           |
| <br />                              |                 |                 |

\*Since the example deals with stresses and Calcs.com deals with loads, we compare the utilization ratio to show that the results are exactly the same.

**Design Check 3 - Pure Bending**

| Result                   | Example                 | Calcs.com |
| ------------------------ | ----------------------- | --------- |
| Governing Load Case      | D + 0.6W                | D + 0.6W  |
| Governing Moment         | 4,500 in-lb = 375 lb-ft | 375 lb-ft |
| Allowable Bending Stress | 2,153 psi               | 2,153 psi |
| Utilization Ratio \*     | 27.6%                   | 27.6%     |
|                          |                         |           |

\*Since the example deals with stresses and Calcs.com deals with loads, we compare the utilization ratio to show that the results are exactly the same.

**Design Check 4 - Combined Loading**

| Result                        | Example                    | Calcs.com              |
| ----------------------------- | -------------------------- | ---------------------- |
| Governing Load Case           | D + 0.75(L + S + 0.6W)     | D + 0.75(L + S + 0.6W) |
| Governing Axial Load          | 3,000 lb                   | 3,000 lb               |
| Governing Moment              | 3,375 lb-in = 281.25 lb-ft | 281.25 lb-ft           |
| Allowable Bending Stress      | 2,153 psi                  | 2,153 psi              |
| Column Stability Factor $C_p$ | 0.377                      | 0.376                  |
| Allowable Compression Stress  | 896 psi                    | 894 psi                |
| Interaction Equation          | 0.49                       | 0.49                   |
|                               |                            |                        |