Western Red Cedar Engineering Data

Section Properties

Section properties are used in various design calculations. For convenience, the following are formulas to calculate the section properties of rectangular beam cross sections.

Definitions

Neutral axis, in the cross section of a beam, is the line in which there is neither tension nor compression stress.

Moment of Inertia (I) of the cross section of beam is the sum of Table the products of each of its elementary areas multiplied by the square of their distance from the neutral axis of the section.

Section Modulus (S) is the moment of inertia divided by the distance from the neutral axis to the extreme fiber of the section.

Cross Section is a section taken through the member perpendicular to its longitudinal axis.

Formulas

The following symbols and formulas apply to rectangular beam cross sections:

X-X= neutral axis for edgewise bending (load applied to narrow face)

Y-Y= Neutral axis for flatwise bending (load applied to narrow face)

b= breadth of rectangular bending member(in.)

d= depth of rectangular bending member (in.)

A= bd=area of cross section (in.2)

c= distance from neutral axis to extreme fiber of cross section (in.)

Ixx= bd3/12 = moment of inertia about the X-X axis (in.4)

Iyy= db3/12 = moment of inertia about the Y-Y axis (in.4)

rxx= Square root of (Ixx/A) = d/Square root of 12 = radius of gyration about the X-X axis (in.)

ryy= Square root of (Iyy/A) = b/Square root of 12 = radius of gyration about the Y-Y axis (in.)

sxx= Ixx /c = bd2/6 = section modulus about the X-X axis (in.3)

syy= Iyy /c = db2/6 = section modulus about the Y-Y axis (in.3)

Sizes of rough and dressed Western Red Cedar are shown in Tables 1 and 2.

Span Tables

Spans for Western Cedar lumber used as joists and rafters in residential and commercial structures are available as a download here.

Full specifications for Western Red Cedar can be found in the Designer’s Handbook and are available as a download here.

FOR SPANS OF WESTERN CEDARS BEAMS AND HEADERS

Notes:

1. Load in Pounds per Lineal Foot of Total Load (Live + Dead Loads).
2. Western Cedars is a species group of any combination of Incense, Western Red, Alaska
   and Port Orford Cedar.
3. Standard surfaced dry size.
4. No.2 grade of structural dimension lumber and structural timber, reference WWPA Western Lumber Grading Rules 2021 Sections 42.12, 62.12, 70.12, and 80.12
5. Load Deflection Limit of Span/360, Load Duration Factor of 1.00.
6. For Dry use condition.

RAFTER SPANS IN FOOT-INCH

30# SNOW LOAD 10# DEAD LOAD L/240

DESIGN CRITERIA: Strength – 30 lbs. per sq. ft. snow load, plus 10 lbs. per sq. ft. dead load

Deflection – Limited in span in inches divided by 240 for live load only

Notes:

1. Load in Pounds per Square Foot
2. Western Cedars is a species group of any combination of Incense, Western Red, Alaska and Port Orford Cedar
3. Standard surfaced dry size.
4. No.2 grade of structural dimension lumber, reference WWPA Western Lumber Grading Rules 2021 Section 62.12
5. Load Deflection Limit of Span/240, Load Duration Factor of 1.15
6. For Dry use condition.

Sizes of Rough Western Red Cedar

Sizes of Dressed Western Red Cedar

*Surfaced timbers 10″ and larger available only on special order. Confirm before specifying.

Siding Coverage

Coverage of Western Red Cedar Siding

To obtain the coverage of a specified width of siding from Table 3, perform the following calculations:

1. Calculate total wall area (length x height).
2. Subtract square footage of openings (windows, doors) to determine wall area for siding.
3. Add 10% for trim loss.
4. Multiply figure by the appropriate factor from the table for linear or board feet.

Example:

1. Length x height = 160 square feet
2. Door = 20 square feet
   Window = 20 square feet
   Area for siding = 120 square feet
3. Add 10% for trim loss= 120 + 12 = 132 square feet
4. Assuming 6 inch siding
   132 x 2.67 = 357.4 linear feet
   132 x 1.33 = 175.6 board feet

Notes:

1. Assuming minimum 1″ overlaps. Larger overlaps can be used, particularly on wider sidings such as 10″ and 12″ pieces.
2. Linear Feet Factor = Exposed Face Width/12.
   Board Feet Factor = Nominal Width/Exposed Face Width.

Base Design Values

For United States Only

Since different sizes of visually-graded lumber have different values, the design values shown in Table 4 are tabulated in a base value approach. Base values are provided for a base size that depends on the grade. For Select Structural, No.1, No.2 and No.3 grades, the base strength values are published on a 2×12 basis. For Construction Standard and Utility grades, the base strength values are published on a 2×4 basis (the size factor is always 1.0). For Stud grade, the base strength values are published on a 2×6 basis. These values are for use in the United States only.

To determine the value for a given size, the designer selects a base value for a given grade then multiplies the base value by a size factor from Table 5.

The base design values apply to Western Red Cedar manufactured by members of the Western Red Cedar Lumber Association and graded to National Lumber Grading Authority (NLGA), West Coast Lumber Inspection Bureau (WCLIB) or Western Wood Products Association (WWPA) rules. Grades and sizes of Canadian dimension lumber are identical to those in use throughout the United States and conform to the requirements of applicable American Standards.

Base Design Values for Use in the USA for Visually Graded (WCLIB, WWPA) Western Red Cedar 2-4″ Thick x 2″ and Wider

Base values in pounds per square inch (psi) – Use with Adjustment Factors (see Tables 5 to 9)

Notes:

1. No. 1/No. 2 applies to either No. 1 or No. 2 grades.
2. Values for Utility grade apply only to 2″x4″ lumber.
3. For studs wider than 6″ bearing the “Stud” grademark, use the property values and size factors for No. 3 grade.

Size Factors (C_F) for Tabulated Design Values

*Factors are for Stud grade widths 6″ and less. For studs wider than 6″, use the design values and size factors for No. 3 grade.

Wet Use Factors (C_M) for Tabulated Design Values

The recommended design values are for applications where the moisture content of the wood does not exceed 19%. For use conditions where the moisture content of dimension lumber will exceed 19%, the Wet Use Adjustment Factors below are recommended.

Notes:
* Bending Wet Use Factor = 1.0 where F_b C_F
(Base Value x Size Factor) does not exceed 1,150 psi.
** Compression Parallel Wet Use Factor=1.0 where F_c C_F
(Base Value x Size Factor) does not exceed 750 psi.

Flat Use Factors (C_fu)

Apply to Tabulated Design Values for Extreme Fiber Stress in Bending Where Lumber is used Flatwise Rather than on Edge.

Note: These factors apply to all dimension lumber except tongue-and-grove decking grades. For T & G decking, the following adjustments may be used:

Repetitive Member Factor (C_r)

Applies to Tabulated Design Values for Extreme Fiber Stress in Bending when members are used as joists, truss chords, rafters, studs, planks, decking or similar members which are in contact or spaced not more than 24″ on centers, are not less than 3 in number and are joined by floor, roof or other load distributing elements adequate to support the design load.

Duration of Load Adjustment (C_D) For Tabulated Design Values

Note: Confirm load requirements with local codes. Refer to Model Building Codes or the National Design Specification for high-temperature or fire-retardant treated adjustment factors.

Horizontal Shear Adjustment For Tabulated Design Values (C_H)

All horizontal shear base values are established as if a piece were split full length and as such the values are reduced from those permitted to be assigned in accordance with ASTM standards. This reduction is made to compensate for any degree of shake, check or split that might develop in a piece.

Adjustments for Compression Perpendicular to Grain To Deformation Basis of 0.02″

Design values for compression perpendicular to grain are established in accordance with the procedures set forth in ASTM D 2555 and D 245. ASTM procedures consider deformation under bearing loads as a serviceability limit state comparable to bending deflection because bearing loads rarely cause structural failures. Therefore, ASTM procedures for determining compression perpendicular to grain values are based on a deformation of 0.04″ and are considered adequate for most classes of structures. Where more stringent measures need be taken in design, the following permits the designer to adjust design values to a more conservative deformation basis of 0.02″.

Design Values for Use in the USA for Visually Graded (WCLIB, WWPA)Western Red Cedar Timbers 5″ X 5″ and Larger