The QB 30F-E3 and “QB RIM” are glued laminated timber (glulam) products.
The QB 30F-E3 2.1E 650Fc^ Glulam beams are used as beams, headers, rafters, or purlins. They are manufactured with a proprietary balanced layup combination documented in the in-plant manufacturing standard. QB 30F-E3 glulam beams use conventional laminating lumber grades of Douglas fir – Larch in the tension and compression zones and Southern pine in the core. The outermost tension and outermost compression laminations are made of laminated veneer lumber (LVL), as permitted by ANSI A190.1. The LVL laminations are supplied by manufacturers recognized by APA and identified in QB’s in-plant manufacturing standard approved by APA. The LVL complies with the control values listed in the manufacturing standard and is manufactured in full-length and width laminations and net thicknesses of 1-1/2 inches from wood veneers. All veneer grain is parallel to the length of the billets. The LVL is bonded with another LVL or lumber laminations using exterior-type adhesives in compliance with ANSI 405. QB 30F-E3 glulam beams have a minimum depth of 7-1/4 inches and a maximum depth of 48 inches.
As for “QB RIM” it is a glulam rim board manufactured in accordance with ANSI A190.1 using Combination 1 (L3/DF) and then resawn to a specific thickness without re-grading. The depth of QB RIM shall be 20 inches or less.
Please note that these products are subject to specific building codes and standards, so it is always recommended to consult with a structural engineer or professional before using them in a project.

Glued laminated timber (glulam) beams of equal or greater strength and stiffness can often be substituted for sawn lumber or steel beams. This substitution is possible due to glulam beams’ equivalent strength and stiffness.

Refer to specific tables like the APA S570 or the American Wood Systems publication to use glulam beams instead of steel or solid-sawn lumber. These tables help select a glulam beam that can be substituted for a solid-sawn lumber or steel beam.

For example, if a design calls for a 4 x 14 Douglas-fir Select Structural sawn lumber beam spanning 16 feet (simple span) to support floor loads, you can use these tables to find an equivalent glulam beam.

This substitution not only provides equivalent structural support but also offers versatility and cost-effectiveness. However, consulting with a structural engineer before making such substitutions in a project is always recommended.

The case study titled “Soaring roof demonstrates mass timber’s long-span possibilities” by WoodWorks focuses on the Idaho Central Credit Union (ICCU) Arena. The University of Idaho chose to showcase wood’s impressive long-span capabilities with the ICCU Arena.

Inspired by the rolling hills of the nearby Palouse, the undulating wood roof of this sports and events facility soars over the open space below, creating a visually stunning structure not typically associated with large arenas. The project was built through a collaboration of Idaho stakeholders, using wood harvested from the University of Idaho’s Experimental Forest, made into glue-laminated timber (glulam) beams by Idaho manufacturers.

The mass timber structure was engineered with an innovative system to meet the complex loading requirements of the long spans and double-curved roof design. The roof is supported at the building’s midpoint by a massive portal frame constructed of glulam beams. It also includes 14 king-post trusses, curved and shaped to create the rippling form of the roof.

The Nez Perce-Clearwater National Forests Supervisor’s Office is a mass timber building that showcases the work of the U.S. Forest Service. The two-story structure, built in Kamiah, Idaho, fits seamlessly into its remote, scenic location.

The office was one of the first Cross-Laminated Timber (CLT) applications by the U.S. Forest Service and the first U.S. Department of Agriculture (USDA) project to use BioPreferred® CLT. The CLT roof is supported by glulam beams, columns, and light-frame walls and floors—illustrating Nez Perce-Clearwater and other National Forest1 materials.

The structure is set into a sloping site, fitting with the terrain. This gave the building a lower profile, allowing natural light and an open feel. The CLT roof panels reflect that natural light, helping the rooms feel even more spacious.

The APA Case Study titled “Award-Winning Airport Design Takes Wing” focuses on the Jackson Hole Airport located within Grand Teton National Park. The airport complements the rugged beauty of its surroundings and stands just 18 feet tall at the base of the spectacular Teton Range.

The three-phase expansion and renovation, which began in 2009, nearly doubled the size of the aviation hub—the only one in a national park—to approximately 116,000 square feet. The design team was determined to stay true to western Wyoming traditions and mountain-town architecture—while simultaneously obliging the 18-foot height restriction imposed by the park.

Architect Brent Mather, a design director at Gensler, says the designers achieved that harmony through their choice of natural materials, exposed glulam trusses and purlins, and expansive panes of glass. The structure celebrates modern mountain architecture.

The Flame Spread Index (FSI) of APA Performance-Rated Wood Structural Panels is determined by tests conducted under ASTM E84, Standard Test Method for Surface Burning Characteristics of Building Materials.

Tests conducted by Underwriters Laboratories in 1974 demonstrated that APA-trademarked plywood conforming to U.S. Product Standard PS 1 has a flame spread index in the range of 76 to 200. This range is referred to as Class C.

ASTM E84 tests conducted in 1985 and 1989 for APA by an approved independent fire test laboratory demonstrated that nonveneer APA Rated Sheathing and APA Rated Sturd-I-Floor panels, such as oriented strand board (OSB), also have a flame spread index within the Class C range.

Also, nonveneer APA Rated Siding panels with a medium-density phenolic paper overlaid face (pre-primed) and grooved surface pattern have a flame spread index within the Class C range. The flame spread index for most panels was 150 or less, with an occasional panel up to approximately 170 and some panels less than 100.

The smoke-developed index for most panels was 200 or less, with occasional panels up to approximately 270. Thus, these APA-trademarked products can be used as interior finishes in rooms or other areas in most building occupancies.

Structural Composite Lumber (SCL) is an engineered wood product reconstituting wood strands or veneers with adhesives to form a more extensive and integral composite unit.

Regarding fire resistance, SCL is comparable with solid-sawn lumber products of equivalent dimensions. SCL is made of wood with a tiny percentage of thermal-set structural adhesives.

In applications requiring a fire-resistance rating, calculation procedures are used to obtain the fire-resistance rating of exposed structural wood products. The char rate for ASTM E 119 fire exposure is a critical factor in the calculation procedures. In this study, charring rates, observed failure times in tension tests, and deviations from predicted failure times of the structural composite lumber products were within the expected range of results for sawn lumber and glued laminated timbers.

However, it’s important to note that not all composite decking is created equal. Some composite decking materials are made of wood and plastic fibers, making them less susceptible to flame spread than many types of wood. Therefore, it’s always recommended to check fire ratings before you buy.

The APA (The Engineered Wood Association) provides a technical note titled “Calculating Fire Resistance of Glulam Beams and Columns,” which describes the natural fire resistance of glulam beams and columns and provides fire endurance calculation methods.

In the presence of fire, the outer portion of a glulam member becomes charred. This layer of charred wood then functions as an insulator, helping to protect the undamaged interior of the member from the heat. The rate of advancement of this insulating char layer into the remaining, undamaged portion of the member has been well documented (approximately 0.025 inches or 0.6 mm per minute) and forms the theoretical basis of the equations used to predict fire endurance.

The document provides two analytical methods for calculating the fire resistance of glulam beams and columns. Both ways are based on a similar fire performance database and result in a comparable result, except that Method A is limited to a maximum fire resistance of two hours, while Method B is limited to a maximum fire resistance of one hour.