Cross-laminated timber

Our CLT panels offer a balance of durability, beauty, and efficiency—built for today’s performance standards.

Customizable layups and options

CLT Grades

1.4V 875 = V2
1.4V 750 ≥ V3
1.8M ≥ E1

Layup Options

3-, 5-, 7-, and 9-ply

Species Groups

Spruce-Pine-Fir (SPF),
Douglas Fir-Larch (DF-L),
Southern Yellow Pine (SYP),
Hem-Fir (HR)

Thickness

from 3.24 in (82.5mm) to 12.40 (315mm) 

Sizing

Maximum dimensions of 12 ft (3.66m) wide by 60 ft (18.28m) long  

Certification

ANSI/APA PRG 320 certified by APA and PFS-TECO

Visual Grade

Architectural Appearance (AA) surface classification for a highly finished look and Industrial Appearance (IA) for more rustic applications

CLT Layups

CLT3-090

CLT Panel 090

Span table

Condition Vibration L/240 ASD

Maximum span (FT), Live Load=40PSF, V Grade

  1. For panel properties refer to Tables 8 and 9 in MMT Design Guide. Span tables should be used under dry conditions and for Preliminary Sizing only.
  2. Span tables includes self-weight plus a super-imposed dead load of SDL=40PSF. This SDL covers a typical 2” thick concrete topping + 15PSF for miscellaneous imposed dead loads.
  3. For double span situation, both spans are assumed to be equal. Live load pattern loading have not been considered. Live loads are assumed to be uniform over both spans.
  4. Deflection checks were made assuming a maximum allowable deformation of L/240 (L= span) under total load, including creep behaviour as defined in NDS classes 3.5.2 with Kcr=2.0.
  5. Vibration design follows the approach outlined in the CLT Handbook, as referenced in the latest U.S. Mass Timber Floor Vibration Design Guide.Vibration span values are increased by 20% for double-span conditions, based on guidance from the U.S. CLT Handbook and the Mass Timber Floor Vibration Design Guide. The effect of flexible supports (e.g., glulam beams) is not reflected in the vibration results presented; more advanced analysis may be required.
  6. ASD spans shown are established not to exceed the maximum Moment and Shear capacities of the panels, as per ASD design methodology defined on the NDS. 
All adjustment factors outlined in NDS Table 10.3.1 have assumed as 1.0.
  7. Span tables values are only valid the major strength direction of the CLT panels.
  8. Some spans might exceed manufacturing capacities (60′ single span panel, 2×30′ for double span). 
In some manufacturing plants and situations, the maximum panel size might be further reduced. Contact Mercer Mass Timber for more details.

CLT3-105

CLT Panel 105

Span table

Condition Vibration L/240 ASD

Maximum span (FT), Live Load=40PSF, V Grade

  1. For panel properties refer to Tables 8 and 9 in MMT Design Guide. Span tables should be used under dry conditions and for Preliminary Sizing only.
  2. Span tables includes self-weight plus a super-imposed dead load of SDL=40PSF. This SDL covers a typical 2” thick concrete topping + 15PSF for miscellaneous imposed dead loads.
  3. For double span situation, both spans are assumed to be equal. Live load pattern loading have not been considered. Live loads are assumed to be uniform over both spans.
  4. Deflection checks were made assuming a maximum allowable deformation of L/240 (L= span) under total load, including creep behaviour as defined in NDS classes 3.5.2 with Kcr=2.0.
  5. Vibration design follows the approach outlined in the CLT Handbook, as referenced in the latest U.S. Mass Timber Floor Vibration Design Guide.Vibration span values are increased by 20% for double-span conditions, based on guidance from the U.S. CLT Handbook and the Mass Timber Floor Vibration Design Guide. The effect of flexible supports (e.g., glulam beams) is not reflected in the vibration results presented; more advanced analysis may be required.
  6. ASD spans shown are established not to exceed the maximum Moment and Shear capacities of the panels, as per ASD design methodology defined on the NDS. 
All adjustment factors outlined in NDS Table 10.3.1 have assumed as 1.0.
  7. Span tables values are only valid the major strength direction of the CLT panels.
  8. Some spans might exceed manufacturing capacities (60′ single span panel, 2×30′ for double span). 
In some manufacturing plants and situations, the maximum panel size might be further reduced. Contact Mercer Mass Timber for more details.

CLT5-139

CLT Panel 139

Span table

Condition Vibration L/240 ASD

Maximum span (FT), Live Load=40PSF, V Grade

  1. For panel properties refer to Tables 8 and 9 in MMT Design Guide. Span tables should be used under dry conditions and for Preliminary Sizing only.
  2. Span tables includes self-weight plus a super-imposed dead load of SDL=40PSF. This SDL covers a typical 2” thick concrete topping + 15PSF for miscellaneous imposed dead loads.
  3. For double span situation, both spans are assumed to be equal. Live load pattern loading have not been considered. Live loads are assumed to be uniform over both spans.
  4. Deflection checks were made assuming a maximum allowable deformation of L/240 (L= span) under total load, including creep behaviour as defined in NDS classes 3.5.2 with Kcr=2.0.
  5. Vibration design follows the approach outlined in the CLT Handbook, as referenced in the latest U.S. Mass Timber Floor Vibration Design Guide.Vibration span values are increased by 20% for double-span conditions, based on guidance from the U.S. CLT Handbook and the Mass Timber Floor Vibration Design Guide. The effect of flexible supports (e.g., glulam beams) is not reflected in the vibration results presented; more advanced analysis may be required.
  6. ASD spans shown are established not to exceed the maximum Moment and Shear capacities of the panels, as per ASD design methodology defined on the NDS. 
All adjustment factors outlined in NDS Table 10.3.1 have assumed as 1.0.
  7. Span tables values are only valid the major strength direction of the CLT panels.
  8. Some spans might exceed manufacturing capacities (60′ single span panel, 2×30′ for double span). 
In some manufacturing plants and situations, the maximum panel size might be further reduced. Contact Mercer Mass Timber for more details.

CLT5-150

CLT Panel 150

Span table

Condition Vibration L/240 ASD

Maximum span (FT), Live Load=40PSF, V Grade

  1. For panel properties refer to Tables 8 and 9 in MMT Design Guide. Span tables should be used under dry conditions and for Preliminary Sizing only.
  2. Span tables includes self-weight plus a super-imposed dead load of SDL=40PSF. This SDL covers a typical 2” thick concrete topping + 15PSF for miscellaneous imposed dead loads.
  3. For double span situation, both spans are assumed to be equal. Live load pattern loading have not been considered. Live loads are assumed to be uniform over both spans.
  4. Deflection checks were made assuming a maximum allowable deformation of L/240 (L= span) under total load, including creep behaviour as defined in NDS classes 3.5.2 with Kcr=2.0.
  5. Vibration design follows the approach outlined in the CLT Handbook, as referenced in the latest U.S. Mass Timber Floor Vibration Design Guide.Vibration span values are increased by 20% for double-span conditions, based on guidance from the U.S. CLT Handbook and the Mass Timber Floor Vibration Design Guide. The effect of flexible supports (e.g., glulam beams) is not reflected in the vibration results presented; more advanced analysis may be required.
  6. ASD spans shown are established not to exceed the maximum Moment and Shear capacities of the panels, as per ASD design methodology defined on the NDS. 
All adjustment factors outlined in NDS Table 10.3.1 have assumed as 1.0.
  7. Span tables values are only valid the major strength direction of the CLT panels.
  8. Some spans might exceed manufacturing capacities (60′ single span panel, 2×30′ for double span). 
In some manufacturing plants and situations, the maximum panel size might be further reduced. Contact Mercer Mass Timber for more details.

CLT5-175

CLT Panel 175

Span table

Condition Vibration L/240 ASD

Maximum span (FT), Live Load=40PSF, V Grade

  1. For panel properties refer to Tables 8 and 9 in MMT Design Guide. Span tables should be used under dry conditions and for Preliminary Sizing only.
  2. Span tables includes self-weight plus a super-imposed dead load of SDL=40PSF. This SDL covers a typical 2” thick concrete topping + 15PSF for miscellaneous imposed dead loads.
  3. For double span situation, both spans are assumed to be equal. Live load pattern loading have not been considered. Live loads are assumed to be uniform over both spans.
  4. Deflection checks were made assuming a maximum allowable deformation of L/240 (L= span) under total load, including creep behaviour as defined in NDS classes 3.5.2 with Kcr=2.0.
  5. Vibration design follows the approach outlined in the CLT Handbook, as referenced in the latest U.S. Mass Timber Floor Vibration Design Guide.Vibration span values are increased by 20% for double-span conditions, based on guidance from the U.S. CLT Handbook and the Mass Timber Floor Vibration Design Guide. The effect of flexible supports (e.g., glulam beams) is not reflected in the vibration results presented; more advanced analysis may be required.
  6. ASD spans shown are established not to exceed the maximum Moment and Shear capacities of the panels, as per ASD design methodology defined on the NDS. 
All adjustment factors outlined in NDS Table 10.3.1 have assumed as 1.0.
  7. Span tables values are only valid the major strength direction of the CLT panels.
  8. Some spans might exceed manufacturing capacities (60′ single span panel, 2×30′ for double span). 
In some manufacturing plants and situations, the maximum panel size might be further reduced. Contact Mercer Mass Timber for more details.

CLT7-191

CLT Panel 191

Span table

Condition Vibration L/240 ASD

Maximum span (FT), Live Load=40PSF, V Grade

  1. For panel properties refer to Tables 8 and 9 in MMT Design Guide. Span tables should be used under dry conditions and for Preliminary Sizing only.
  2. Span tables includes self-weight plus a super-imposed dead load of SDL=40PSF. This SDL covers a typical 2” thick concrete topping + 15PSF for miscellaneous imposed dead loads.
  3. For double span situation, both spans are assumed to be equal. Live load pattern loading have not been considered. Live loads are assumed to be uniform over both spans.
  4. Deflection checks were made assuming a maximum allowable deformation of L/240 (L= span) under total load, including creep behaviour as defined in NDS classes 3.5.2 with Kcr=2.0.
  5. Vibration design follows the approach outlined in the CLT Handbook, as referenced in the latest U.S. Mass Timber Floor Vibration Design Guide.Vibration span values are increased by 20% for double-span conditions, based on guidance from the U.S. CLT Handbook and the Mass Timber Floor Vibration Design Guide. The effect of flexible supports (e.g., glulam beams) is not reflected in the vibration results presented; more advanced analysis may be required.
  6. ASD spans shown are established not to exceed the maximum Moment and Shear capacities of the panels, as per ASD design methodology defined on the NDS. 
All adjustment factors outlined in NDS Table 10.3.1 have assumed as 1.0.
  7. Span tables values are only valid the major strength direction of the CLT panels.
  8. Some spans might exceed manufacturing capacities (60′ single span panel, 2×30′ for double span). 
In some manufacturing plants and situations, the maximum panel size might be further reduced. Contact Mercer Mass Timber for more details.

CLT7-245

CLT Panel 245

Span table

Condition Vibration L/240 ASD

Maximum span (FT), Live Load=40PSF, V Grade

  1. For panel properties refer to Tables 8 and 9 in MMT Design Guide. Span tables should be used under dry conditions and for Preliminary Sizing only.
  2. Span tables includes self-weight plus a super-imposed dead load of SDL=40PSF. This SDL covers a typical 2” thick concrete topping + 15PSF for miscellaneous imposed dead loads.
  3. For double span situation, both spans are assumed to be equal. Live load pattern loading have not been considered. Live loads are assumed to be uniform over both spans.
  4. Deflection checks were made assuming a maximum allowable deformation of L/240 (L= span) under total load, including creep behaviour as defined in NDS classes 3.5.2 with Kcr=2.0.
  5. Vibration design follows the approach outlined in the CLT Handbook, as referenced in the latest U.S. Mass Timber Floor Vibration Design Guide.Vibration span values are increased by 20% for double-span conditions, based on guidance from the U.S. CLT Handbook and the Mass Timber Floor Vibration Design Guide. The effect of flexible supports (e.g., glulam beams) is not reflected in the vibration results presented; more advanced analysis may be required.
  6. ASD spans shown are established not to exceed the maximum Moment and Shear capacities of the panels, as per ASD design methodology defined on the NDS. 
All adjustment factors outlined in NDS Table 10.3.1 have assumed as 1.0.
  7. Span tables values are only valid the major strength direction of the CLT panels.
  8. Some spans might exceed manufacturing capacities (60′ single span panel, 2×30′ for double span). 
In some manufacturing plants and situations, the maximum panel size might be further reduced. Contact Mercer Mass Timber for more details.

CLT9-315

CLT Panel 315

Span table

Condition Vibration L/240 ASD

Maximum span (FT), Live Load=40PSF, V Grade

  1. For panel properties refer to Tables 8 and 9 in MMT Design Guide. Span tables should be used under dry conditions and for Preliminary Sizing only.
  2. Span tables includes self-weight plus a super-imposed dead load of SDL=40PSF. This SDL covers a typical 2” thick concrete topping + 15PSF for miscellaneous imposed dead loads.
  3. For double span situation, both spans are assumed to be equal. Live load pattern loading have not been considered. Live loads are assumed to be uniform over both spans.
  4. Deflection checks were made assuming a maximum allowable deformation of L/240 (L= span) under total load, including creep behaviour as defined in NDS classes 3.5.2 with Kcr=2.0.
  5. Vibration design follows the approach outlined in the CLT Handbook, as referenced in the latest U.S. Mass Timber Floor Vibration Design Guide.Vibration span values are increased by 20% for double-span conditions, based on guidance from the U.S. CLT Handbook and the Mass Timber Floor Vibration Design Guide. The effect of flexible supports (e.g., glulam beams) is not reflected in the vibration results presented; more advanced analysis may be required.
  6. ASD spans shown are established not to exceed the maximum Moment and Shear capacities of the panels, as per ASD design methodology defined on the NDS. 
All adjustment factors outlined in NDS Table 10.3.1 have assumed as 1.0.
  7. Span tables values are only valid the major strength direction of the CLT panels.
  8. Some spans might exceed manufacturing capacities (60′ single span panel, 2×30′ for double span). 
In some manufacturing plants and situations, the maximum panel size might be further reduced. Contact Mercer Mass Timber for more details.

Factory Capacity

Spokane, Conway

Source materials

Species groups

We source our lumber from forests that are vetted for their sustainability practices, tight grain structure, integrity, and quality. The species are presented in the order most commonly used across North America, reflecting both market demand and the breadth of our supply.

Spruce-Pine-Fir (SPF)

SPF is a versatile softwood lumber with high strength-to-weight ratio, stability, and ease of workability. We source SPF primarily from certified forests in western Canada and from the Rocky Mountains, Pacific Northwest, and Great Lakes regions in the United States.

Southern Yellow Pine (SYP)

SYP is grown primarily in the southern United States and is known for its high strength and stiffness, natural resistance to decay and insects, and warm natural appearance.

Douglas Fir-Larch (DF-L)

DF-L is valued for its strength and natural resistance to decay and moisture. It is preferred in applications where higher weight and density are needed. We source DF-L primarily from the Pacific Northwest, the Rocky Mountains, and the interior of British Columbia.

Hem-Fir (HF)

Hem-Fir is a strong, straight-grained softwood species group known for its excellent dimensional stability and smooth finish. It is ideal for applications requiring consistent performance and appearance. We source Hem-Fir primarily from the coastal and interior regions of the Pacific Northwest and British Columbia. Hem-Fir is anticipated to join our certified product lineup in mid-2026.

Hem Fir

Drag to Spin

Species Sourcing

Locally rooted, performance proven

Sources: USDA Individual Tree Species Parameter Maps and Canadian Wood Council.

Hem-Fir is anticipated to join our certified product lineup in mid-2026.

Specie Map All Regions
Spruce-Pine-Fir source region
Douglas Fir-Larch Source Region
Hem-Fir Source Region

Explore our CLT projects

Sioux Falls Airport

Brooklyn Canarsie Library

Western Michigan University Student Residence Hall

Anthony Timberlands Center for Design & Material Innovation

Lane Library

University of Tennessee, Lindsey Nelson Stadium

Cheaha State Park Lodge

Walmart Home Office Campus

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