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Home , Glued laminated timber, Oriented strand board

2021 NMCOA – May Meeting Engineered Wood – A to Z LARA # CP-19-00033 James B. Smith, P.E. AIA Provider # 50111237 Midwest Regional Manager American Wood Council

Contact Information

James B. Smith, P.E. Midwest Regional Manager [email protected] 608-635-6635

This presentation is protected by US and International Copyright laws. Reproduction, distribution, display and use of the presentation without written permission of AWC is prohibited.

Description

This course is a combination of the AWC Courses on Engineered Wood Products and Historical, Current and Future Tall Wood Buildings that has been tailored to cover both the 2015 2015 International Building Code and the current Michigan Building Code. The presentation includes an introduction to the ever-growing family of traditional and engineered wood products (EWP). Products covered are lumber, glued- laminated timber (glulam), cross-laminated timber, structural composite lumber, wood I-joists, and wood structural panels. The standards that form the basis for the manufacture and development of design stresses for each product are discussed as well as design provisions included in AWC's National Design Specification (NDS) for Wood Construction. Unique characteristics for each product are highlighted and extensive examples of the use of these products in a wide range of building applications are presented. The course also provides both an introduction to historic wood structures and modern innovative wood structures, including an overview of the efforts of the ICC Tall Wood Building Adhoc Committee.

At the end of this program, participants will be better able to: 1. Be familiar with the ever-growing family of traditional and engineered wood products (EWP's) and their unique characteristics. 2. Be familiar with the standards that form the basis for the manufacture, development of design stresses, and design procedures for each product. 3. Be knowledgeable about the use of these products through examples of a wide range of building applications. 4. Be knowledgeable of the IBC provisions found in the 2015 and 2018 IBC as well as the ICC efforts associated with the ICC Tall Wood Building Adhoc Committee that led to the Tall Mass Timber provisions found in the 2021 IBC. 5. Be familiar with the resources that are available to obtain more information.

Palette of Wood Framing Members Available

Structural Repetitive Beams/ Mass Wall Studs Panels Framing Girders Timber

Wood Framing Members – Codes/Standards

Structural Repetitive Beams/ Mass Wall Studs Panels Framing Girders Timber

2012 NDS 2015 NDS • 1-3 General • 1-3 General • 4-9 Products •4-10 Products +CLT • 10-13 Connections • 11-14 Connections • 14 Shear Walls & Diaphragms • Shear Walls & Diaphragms • 15 Special Loading • 15 Special Loading • 16 Fire • 16 Fire

CLT Design: 2015 NDS

2015 1. General Requirements for Building Design 2. Design Values for Structural Members 3. Design Provisions and Equations 4. Sawn Lumber 5. Structural Glued Laminated Timber 6. Round Timber Poles and Piles 7. Prefabricated Wood I-Joists 8. Structural Composite Lumber 9. Wood Structural Panels 10. Cross-laminated Timber 11. Mechanical Connections 12. Dowel-Type Fasteners 13. Split Ring and Shear Plate Connectors 14. Timber Rivets 15. Special Loading Conditions 16. Fire Design of Wood Members

Structural Repetitive Beams/ Mass Wall Studs Panels Framing Girders Timber

www.sfpa.org www.wwpa.org www.apawood.org #200 Model #A APA Form E30U

Wood Framing Members

Structural Repetitive Beams/ Mass Wall Studs Panels Framing Girders Timber

Wood Parallel to Grain

Parallel Perpendicular

Stronger Less strong

Structural Panels Manufacturing Oriented Strand Board (OSB)

www.awc.org

OSB layers are engineered for strength.

www.awc.org

Manufacturing Standards

H860 S350 J350

Veneer Grade of Sheathing A Smooth, paintable. Not more than 18 neatly made repairs.

B Solid surface. Repairs, and tight knots to 1 inch.

C-Plugged Improved C veneer. Knotholes or other open defects limited to 1/4 x 1/2 inch.

C Tight knots to 1-1/2 inch. Knotholes to 1 inch across grain. Occasional 1-1/2-inch knothole.

D Knots and knotholes to 2-1/2 inch. Occasional 3-inch knothole.

Strength axis perpendicular to supports

Continuous across 2 or more spans

Correct Panel Spacing

Stagger ends (optional) SHEATHING 1/8" spacing Panel clip or tongue-and- groove edges if required

Asphalt or wood shingles or shakes. (refer to manufacturer's recommendations)

Protect edges of Exposure 1 panels, or use Exterior panel starter strip

• 40% of US Imports flow through California ports • Ports are Bottlenecks • Consolidated warehousing gaining favor • 1 Million square foot warehouses are becoming common place

Slide provided by John Lawson, S.E., Kramer and Lawson

GE Warehouse Ontario, CA

Pre-assembly of large sections on the ground

2-3 people 4-5 minutes to assembly

Panels being lifted into position with high lift capacity forklifts

SJ1 Smith, James, 9/11/2020 Panels being fastened into place

Wall Sheathing

1/8" spacing SHEATHING

Filler strip if required

8" minimum clearance

• Wall and roof sheathing - 3/8, 7/16, 15/32, 1/2, 19/32, 5/8, 23/32, and 3/4 inch thick. • Floor sheathing - 19/32, 5/8, 23/32, 3/4, 1, and 1-1/8 inch thick. • Plywood – • 4 x 8 foot panels • 4 x 10, 5 x 10, 4 x 12 and 5 x 12 feet from western mills • 10 and 12 foot panels have very limited availability • Larger panels can be produced by joining two panels together with structural scarf or finger joints. • OSB – • 4 x 8 foot panels • Most manufacturers make oversized panels up to 8 x 24 feet, which are typically used for panelized roof systems or modular floor systems.

Wood Framing Members

Structural Repetitive Beams/ Mass Wall Studs Panels Framing Girders Timber

Rafters, Joists, I-Joists, Trusses

Solid Sawn Lumber – Floor Joists and Ceiling Joists

Rafters and Joists •Readily available •2x4 to 2x12 (sometimes 2x14 •8’ to 20’ lengths (in 2’ increments) •< 16’ spans are the most cost effective solution

NOTE: check local availability

Products Association Importance

• Rules writing/Quality Services • Economic Services • Lumber Grading • Technical Support • Information Services • Product Support Services

• Dimension Lumber evaluated by certified lumber graders • Visually examine each piece • Assigned grade based on visual characteristics • Each grade denotes design strength and stiffness value • Based on ASTM D1990 • +90% of lumber is visually graded.

Grade Stamps

GRADE MARKS: a) Certification mark b) Mill Identification c) Grade designation d) Species identification

(a) (c)

e) Condition of seasoning MC-15 – 15% max. MC (d) (e) KD-15 (b) S-DRY - 19% max. MC KD BASIC INFORMATION FROM STAMP: S-GRN - over 19% MC 1. Who made it (unseasoned) 2. How strong is it

Machine Stress-Rated Lumber (MSR) • Machine Non-destructively evaluates stiffness Machine Evaluated Lumber (MEL) • Machine Non-destructively evaluates density • Both MSR & MEL • Strength - Bending Stiffness • Stiffness - Sorts by Modulus of Elasticity

Machine Graded Lumber - MSR and MEL

• Machine Graded Lumber • Grading machinery induces slight stresses to measure stiffness or density of the wood

2015 National Design Specification for Wood Construction And Supplement

Span Tables for Joists and Rafters

Span Tables Free Download

http://www.awc.org/pdf/codes- standards/publications/spantables/AWC-SpanTables2015-1505.pdf

Design Values Free Download

http://www.awc.org/pdf/codes- standards/publications/spantables/AWC-SpanTables2015- DVJR-1505.pdf

Cutting & Notching

Length (L)

L/3 L/3 D/3 (max) No cuts or D/4 (max) notches D Actual permitted

D/6 (max)

Cutting & Notching of Joists

• Background • D/6 only reduces stiffness by about 2% • Permitted notches align with the fact that NDS® bending design values (Fb) already reduced for edge knots • Affect of notches • Increases stresses at notch corners • Increases stresses parallel to grain & tension perpendicular to grain

Floor Framing

• Background (cont’d) • Affect of notches (cont’d) • They cause failure to begin at lower loads than expected from un- notched member of a depth equal to net depth of notched member

Length (L)

D/3 (max) D/4 (max) D Actual 2” min

Drilling of Joists

Drilling

Length (L)

L/3 L/3

D Actual

? Neutral Axis

Drilling of Joists

• R502.8.2 (floors) & R802.7.2 (roofs) prohibit alterations of EWPs unless permitted by manufacturer or by engineering analysis.

I-Joist

Roof Framing

Floor Framing

I-Joist: • Commonly used for floor and roof framing • Long lengths readily available

Flange Widths: Flange: • 1-1/2" to 3-1/2" • Lumber • LVL Common Depths: • 9-1/2” • 11-7/8" • 14" • 16“ Web: • 18” • OSB • 20” - 32” • Plywood

I-Joist

• Long floor spans approx. 60’ • Design flexibility

Uniform Load

1/8” clear CL T & B Hole Size in Proportion to Shear Force APA Form No. EWS D710

I-Joist Holes

Limit: 3 holes maximum per span Group of holes

3/4x dia

APA Form 2x the diameter of larger hole No. EWS D710

I-Joist

APA Form D710 APA Form Z725

b, a, d, g

METAL PLATE CONNECTED TRUSSES

Framing w/ Trusses IRC

• GENERAL TRUSS REQUIREMENTS • Truss drawings submitted to AHJ before installation (R802.10.1) • Detailed slope/depth, span, spacing • Location of joints • Design loads • Joint connector type & description • Lumber size, species, grade • Deflection • Permanent bracing • Bracing required in compliance with drawings • Professional design where required by AHJ

• GENERAL TRUSS REQUIREMENTS - 2303.4 Trusses. Wood trusses to comply with Sections 2303.4.1 through 2303.4.7 • 2303.4.1 - Design • 2303.4.2 - Truss placement diagram • 2303.4.3 - Truss submittal package. • 2303.4.4 - Anchorage. • 2303.4.5 - Alterations to trusses • 2303.4.6 - TPI 1 specifications. • 2303.4.7 - Truss quality assurance. 61

Truss Manufacturer Design Drawings - 2303.4.1

• 2303.4.2 - Truss placement diagram example

Truss Submittal Package – 2303.4.3

Truss Loads

Three Planes for Permanent Bracing

Trusses and Lateral Loads

Racking of Trusses

Diagonal Bracing

Truss Anchorage – 2303.4.4 • 2303.4.4 Anchorage. The design for the transfer of loads and anchorage of each truss to the supporting structure is the responsibility of the registered design professional.

• 2303.4.5 - Alterations to trusses • Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written concurrence and approval of a registered design professional. Alterations resulting in the addition of loads to any member (e.g., HVAC equipment, piping, additional roofing or insulation, etc.) shall not be permitted without verification that the truss is capable of supporting such additional loading.

Truss Repairs

• 2303.4.5 - Alterations to trusses • All is not lost if truss members or components are improperly cut, notched, drilled, spliced or otherwise altered in any way . . .

www.awc. org

Truss Repair

www.awc. org

Copyright © 2015 American Wood Council. All rights reserved. Truss Requirements IBC • 2303.4.6 - TPI 1 specifications. • In addition to Sections 2303.4.1 through 2303.4.5, the design, manufacture and quality assurance of metal-plate connected wood trusses shall be in accordance with TPI 1. Job-site inspections shall be in compliance with Section 110.4, as applicable.

Truss Requirements IBC

• 2303.4.7 - Truss quality assurance. • Trusses not part of a manufacturing process in accordance with either Section 2303.4.6 or a referenced standard, which provides requirements for quality control done under the supervision of a third-party quality control agency, shall be manufactured in compliance with Sections 1704.2.5 and 1705.5, as applicable.

Structural Repetitive Beams/ Mass Wall Studs Panels Framing Girders Timber

Solid Sawn Timber– Beams

Beams and Timbers •Readily available •Western species 4x, 6x and 8x (possibly 20x) •Southern Pine 2x (generally built-up) •8’ to 20’ lengths (2’ increments)

NOTE: check local availability

Governing Standards for Engineered Wood Design

2015 National Design Specification for Wood Construction And Supplement

• Lumber Design Suite available for sawn lumber. • Free Download www.wwpa.org

Structural Composite Lumber (SCL)

•PSL

•LSL

•LVL

•OSL

Structural Composite Lumber (SCL): • The wood grain of veneers or strands is primarily oriented in the same direction. • Strong when either face- or edge-loaded. • Milled (sawn) to consistent sizes. Strength Properties • APA publishes strength properties for its members on a proprietary basis. • See manufacturer for details

Laminated Veneer Lumber (LVL) LVL Plies

www.awc.org

Laminated Veneer Lumber (LVL): • Produced by bonding thin veneers together • Used for beams, headers, rafters & scaffold planking

Common Thicknesses: • 1-3/4" to 7“ Depths: • 5-1/2” – 24” •Up to 60’ lengths

The grain of all veneers is parallel to the long direction

LVL Floor Beams

www.awc.org

SCL Products – Parallel Strand Lumber

Parallel Strand Lumber (PSL): • Manufactured from veneers clipped into long strands in a parallel formation and bonded together • Strand length-to-thickness ratio is around 300 • Used for headers and beam as well as columns.

Laminated Strand Lumber (LSL): •Similar to PSL. •Flaked strand length-to- thickness ratio is around 150 •Used for a variety of applications from studs to millwork components and Rim Boards

SCL Products – Oriented Strand Lumber

Oriented Strand Lumber (OSL): •Similar to LSL. •Flaked strand length-to- thickness ratio is around 75 •Used for a variety of applications from studs to millwork components

Glulam- One of the Original Glued Engineered Wood Composites

2008

1934

Glulam – Features & Applications

Glulam: • Wood laminations bonded together • Wood grain runs parallel to the length

Typical Widths: • 3-1/8“, 3-1/2, 5-1/8” and 6-3/4” (possibly 10-3/4“) Laminations: 1-3/8" for Southern Pine 1-1/2" for Douglas Fir

www.awc.org

Checks, Shakes and Splits

Check Shake

Split

• Appearance Classifications: • Framing (-L) (3-1/2", 5-1/2”) • Industrial (-L) • Architectural • Premium (verify local availability)

Note: Appearance classifications do not affect design values.

APA Publication Y110 95

Glulam Manufacturing – Camber Camber 3500 Ft. radius Western 2000 Ft. radius Southern

Zero Camber

Compression zone

Inner zone

Tension zone

Critical Tension Zone

Glulam Manufacturing- Engineered Layups

Engineered Layups Unbalanced Balanced Simple Spans Continuous Spans or Cantilevered TOP No. 2D TL No. 2 No. 1 No. 2 No. 2

No. 3 No. 3

No. 2 No. 2 No. 1 No. 1 TL TL TL=Tension Lamination

Simple Span – Unbalanced Layup

Cantilever or Continuous Span – Balanced Layup

www.awc.org

100

www.awc.org

101

TOP Stamp

102

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Unbalanced Layups

“Upside Down” Bending Stresses For Glulam

Based on full-size beam tests conducted at APA, the “upside down” bending stress is 75% of the normal bending capacity

Source: Thomas Williamson

104

Laminating Structural Specification Use

Appearance Wood Grade Species Structural Grade Applicable Designation Standard

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Glulam Manufacturing – Decay Resistance

Alternative to Preservative Treatment: • Alaska Yellow Cedar • Western Red Cedar • Port Orford Cedar

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Structural Repetitive Beams/ Mass Wall Studs Panels Framing Girders Timber

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Stud Walls

• For walls over 10’ prescriptive tables are not applicable. Engineering is required. • 2x4, 3x4, 2x6 & 2x8 • When wall framing exceeds 20’ in height special orders may be required. • NDS has a slenderness requirement for studs (l/d<50). • For a load bearing stud that means 2x4 L < 14’-7” ALWAYS

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• Also known as end-jointed & edge-glued • 2303.1.1 Sawn lumber - Approved end-jointed lumber is permitted to be used interchangeably with solid-sawn members of the same species and grade. • Note HRA for fire-resistance rating

109

Finger Jointed Sawn Lumber Resources

• AWC – FAQ http://www.awc.org/helpoutreach/faq/FAQfiles/Finger- joinedLumber.html

• WWPA - http://www2.wwpa.org/Portals/9/docs/PDF/FF- HRA.pdf

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2304.9.5 Fasteners and connectors in contact with preservative-treated and fire-retardant- treated wood.

2304.9.5.3 Fasteners for fire-retardant- treated wood used in exterior applications or wet or damp locations.

2304.9.5.4 Fasteners for fire-retardant- treated wood used in interior applications.

111

Fire Retardant Treated Lumber

• Reduced design values FRT lumber

112

•Design values and span ratings are often adjusted for FRT treatment •Information available from manufacturer’s or www.icc-es.org

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Wood Framing Members

Structural Repetitive Beams/ Mass Wall Studs Panels Framing Girders Timber

114

• Cross-laminated Timber • Glued-laminated Timber • Nail-laminated Timber • Dowel-laminated Timber

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Cross-Laminated Timber

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Some Advantages of CLT Panels

Source: FPInnovations

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Photos provided by Structurlam 119

CLT Press and Glue Operations

Photos provided by Structurlam

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MK6 Enlarge picture. This is a new style of presenting that is impactful and I'm trying to incorporate into AWC although it can't always be done because of the type of content we have. Michelle Kam-Biron, 1/8/2017 MK5 Computer Numerical Control (CNC) Technology

Photos provided by Structurlam

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Ready to ship

Slide Courtesy of Structurlam

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MK5 sldie seems crowded. Michelle Kam-Biron, 1/8/2017 Shake Table Tests on 7-Story Building

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Shake Table Tests on 7-Story Building

• Conducted at E-Defense • Building weight 270t • Self weight 120t • Added weight 150t • Panel thickness 23.5m • 140 mm (5.5”) floors 1 and 2 77.1’ • 125 mm (4.9”) floors 3 and 4 • 85 mm (3.3”) top 3 floors • Wall panels length 2.3 m (7.5’) 13.5m 7.5m 44.3’ 24.6’

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Current Research

• Colorado State University • CLT shear wall testing (P695) to determine seismic R factor • Colorado School of Mines • NEES project on rocking CLT shear wall • Arup • Heavy timber buckling-restrained braced frame system • Oregon State University • CLT diaphragm testing

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CLT – included in the 2015 IBC

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Where is CLT called out in IBC 2015?

• Type IV Construction 602.4 Type IV. Type IV construction (Heavy Timber, HT) is that type of construction in which the exterior walls are of noncombustible materials and the interior building elements are of solid or laminated wood without concealed spaces. The details of Type IV construction shall comply with the provisions of this section. Fire retardant treated wood framing complying with Section 2303.2 shall be permitted within exterior wall assemblies with a 2-hour rating or less. Exterior walls complying with Section 602.4.1 or 602.4.2 shall also be permitted. Minimum solid sawn nominal dimensions are required for structures built using Type IV construction (HT). For glued-laminated members the equivalent net finished width and depths corresponding to the minimum nominal width and depths of solid sawn lumber are required as specified in Table 602.4. Cross laminated timber (CLT) dimensions used in this section are actual dimensions.

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Code modifications to Ch. 23 Wood and Ch. 2 Definitions

2303.1.4 Structural glued cross laminated timber. Cross-laminated timbers shall be manufactured and identified as required in ANSI/APA PRG 320-2011.

CROSS-LAMINATED TIMBER. A prefabricated engineered wood product consisting of at least three layers of solid-sawn lumber or structural composite lumber where the adjacent layers are cross-oriented and bonded with structural adhesive to form a solid wood element.

Code modifications to Ch. 35 Referenced Standards

ANSI or APA ANSI/APA PRG 320-2011 Standard for Performance-Rated Cross-Laminated Timber

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What is Nail-Laminated Timber?

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Nail-Laminated Timber

• 2304.8.3 Mechanically laminated decking. Mechanically laminated decking shall comply with Sections 2304.8.3.1 through 2304.8.3.3. • 2304.8.3.1 General. Mechanically laminated decking consists of square-edged dimension lumber laminations set on edge and nailed to the adjacent pieces and to the supports. • 2304.8.3.2 Nailing. The length of nails connecting laminations shall not be less than two and one-half times the net thickness of each lamination. Where decking supports are 48 inches (1219 mm) on center (o.c.) or less, side nails shall be installed not more than 30 inches (762 mm) o.c. alternating between top and bottom edges, and staggered one-third of the spacing in adjacent laminations. Where supports are spaced more than 48 inches (1219 mm) o.c., side nails shall be installed not more than 18 inches (457 mm) o.c. alternating between top and bottom edges and staggered one-third of the spacing in adjacent laminations. Two side nails shall be installed at each end of butt-jointed pieces. Laminations shall be toenailed to supports with 20d or larger common nails. Where the supports are 48 inches (1219 mm) o.c. or less, alternate laminations shall be toenailed to alternate supports; where supports are spaced more than 48 inches (1219 mm) o.c., alternate laminations shall be toenailed to every support. • 2304.8.3.3 Controlled random pattern. There shall be a minimum distance of 24 inches (610 mm) between end joints in adjacent courses. The pieces in the first and second courses shall bear on at least two supports with end joints in these two courses occurring on alternate supports. A maximum of seven intervening courses shall be permitted before this pattern is repeated.

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General Contractor: EllisDon Location: Richmond, British Columbia, Canada Resource: StructureCraft Design Assist, Fabrication and Installation: StructureCraft Completion: 2010

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Nail-Laminated Timber

General Contractor: Companion Location: Surrey, British Columbia, Canada Resource: StructureCraft Design Assist, Fabrication and Installation: StructureCraft Completion: 2013

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Resource: StructureCraft

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Nail-Laminated Timber

Resource: StructureCraft 136

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• Get the latest information on NLT issues • Architecture • Fire • Structure • Enclosures • Supply & Fabrication • Construction & Installation • Erection Engineering

https://info.thinkwood.com/nlt-design-and-construction-guide-u.s.-version-think-wood-0 137

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Other Innovations

• Dowel Laminated Timber • Wood-Concrete Composites

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Photos courtesy of StructureCraft 139

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Dowel Laminated Timber (DLT)

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Dowel Laminated Timber

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Photos courtesy of StructureCraft 143

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Wood-Concrete Composites

Photos courtesy of StructureCraft 144

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Wood (LSL) - Concrete composite panels (4” conc., 1” insulation, over 3-1/2” LSL)

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Wood-Concrete Composites

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Photo by Structure Magazine

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Effect of Fire on Materials

• Primary Materials • Reinforced Concrete / Masonry • Steel • Wood

Photo Courtesy of Sandberg LLP 148

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Fire Resistant

Glulam Steel

www.awc.org

150

Copyright © 2015 American Wood Council. All rights reserved. NDS Chapter 16 – Fire (ASD) • Fire resistance up to two hours • Columns • Beams • Tension Members • ASD only • Products • Lumber … • Glulam • SCL • Decking

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Chapter 16 – Fire (ASD)

Technical Report No. 10

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Code Updates - Design of Fire- Resistive Exposed Wood Members

http://www.awc.org/p ublications/download .php

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Methods for Determining Fire Resistance (IBC 703)

• Seven methods to determine fire resistance: • Tested fire resistance assembly (ASTM E119 or UL 263) • Fire resistance designs documented in approved sources • Prescriptive assemblies using of fire-resistance-rated designs in Section 721 • Calculation of fire resistance per Section 722 • Engineering analysis based on a comparison of building element, component or assembly designs that have been tested • Alternative protection methods per Section 104.11 • Fire-resistance designs certified by an approved agency

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Copyright © 2015 American Wood Council. All rights reserved. HT vs. Fire Resistance Rating • Type IV Construction • Structural framework: prescribed minimum sizes The wood structural elements are assumed to have inherent fire-resistance due to their required minimum dimensions (no fire-resistance rating is required except for exterior walls). • III and V Construction • Prescribed fire-resistance requirements

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Calculated Fire Resistance

Technical Report 10 includes more details, background and commentary on the methods found in NDS chapter 16. Chapter 16 of NDS provides for design up to 2 hours.

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NDS Ch 16 and TR-10

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Special Provisions NDS 16.2.4 Glued-laminated Timber Tension Lam Provisions – unbalanced layup

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Calculated Fire Resistance

• Chapter 16 NDS • Charring Rate and Char Depth • Modified char depth model • Step-wise approach

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CLT manufactured with laminations of equal thickness

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Example Floor Calculation

Determination of effective residual cross-section • Assume 5-plies @ 1.5” each ply = 7.5” • Determine thickness for 1-hour rating

• achar = 1.8” (NDS Table 16.2.1B) • d = 7.5” – 1.8” = 5.7” • Could conservatively assume 3-ply panel for structural design

4.5” 7.5”

Typical one foot section 164

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Component Additive Method (IBC 722.6) • Additional time added for framing and insulation • Method allowed for floors, walls and roofs • Up to one-hour rating

165

Calculated Resistance

• AWC’s DCA-4 Component Additive Method (CAM) • Code provisions with background • Ten Rules of Fire Resistance Rating (Harmathy’s Rules)

166

• Taken from the “Ten Rules of Fire Endurance Ratings” by T.Z. Harmathy in the May 1965 edition of Fire Technology.

Harmathy’s “Ten Rules of Fire Endurance Ratings”

1. The “thermal” fire endurance of a construction consisting of a number of parallel layers is greater than the sum of the "thermal" fire endurance’s characteristic of the individual layers when exposed separately to fire. 2. The fire endurance of a construction does not decrease with the addition of further layers. 3. The fire endurance of constructions containing continuous air gaps or cavities is greater than the fire endurance of similar constructions of the same weight, but containing no air gaps or cavities. 4. The farther an air gap or cavity is located from the exposed surface, the more beneficial is its effect on the fire endurance.

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722 - Harmathy’s Ten Rules (cont’d)

5. Increasing the thickness of a completely enclosed air layer cannot increase the fire endurance of a construction. 6. Layers of materials of low thermal conductivity are better utilized on that side of the construction on which fire is more likely to happen. 7. The fire endurance of asymmetrical constructions depends on the direction of heat flow. 8. The presence of moisture, if it does not result in explosive spalling, increases the fire endurance. 9. Load-supporting elements, such as beams, girders and joists, yield higher fire endurance’s when subjected to fire endurance tests as parts of floor, roof, or ceiling assemblies than they would when tested separately. 10. The load-supporting elements (beams, girders, joists, etc.) of a floor, roof, or ceiling assembly can be replaced by such other load- supporting elements which, when tested separately, yielded fire endurance’s not less than that of the assembly.

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• Fire resistance of exposed wood members may be calculated using the provisions of NDS Chapter 16

Predictable

169

Fire Performance Cross-section used for calculating Heated capacity zone

Char layer Fire Exposure

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New

Cross- laminated Timber- Effective Char Depth

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NDS Chapter 16 – Fire (ASD)

Technical Report No. 10 • Background on NDS provisions • Design examples • Updated with CLT

Free download www.awc.org

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ASTM E119 Fire Endurance Test • 5-Ply CLT (approx. 7” thick) • 5/8” Type X GWB each side • Sought 2 hour rating

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Fire Test

American Wood Council ASTM E119 Fire Endurance Half-lapped – Test middle of panel • 5-Ply CLT (approx. 7” thick) • 5/8” Type X GWB each side • Sought 2 hour rating • RESULTS: 3 hours 6 minutes

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CLT Test Report WP-1950

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• Massive Timber Products • Incorporates New Technology • Basic Code Requirements revisited • Protect Public Health, Safety and Well- being

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GLT, CLT and SCL in the 2018 IBC

• 510.12 (new) Special occupancy provision allowing up to 9 story CLT Stand-alone provisions for a special occupancy R-1/R-2 with height increase similar to other existing special occupancies (G165-15)

• 602.3 CLT in exterior walls of Type III Provides for CLT exterior walls in Type III construction (G172-15)

• Structural Composite Lumber in Heavy Timber Construction Reorganizes and clarifies the minimum dimensional requirements for sawn lumber, GLT, SCL, and CLT when used as an element of heavy timber construction (G178-15)

• 602.4 Concealed spaces in Type IV Provides for protected concealed spaces in Type IV construction (G181-15)

• 602.4 SCL elements in CLT exterior walls Provides for GLT and SCL elements in exterior walls of Type IV CLT construction (G182-15)

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• Clarifies reqs. Type IV Construction & HT elements

• Moves many HT details to Chapter 23

• 2018 Group A, G179 - G180 IBC 602.4

MINIMUM MINIMUM MINIMUM NOMINAL SOLID GLUED- STRUCTURAL SAWN SIZE LAMINATED COMPOSITE NET SIZE LUMBER NET SIZE SUPPORTI HEAVY TIMBER CONSTRUCTION ELEMENT Width, Depth, Width, Depth, Width, Depth, NG: inch inch inch inch inch inch Floor loads Column; 8 8 6 ¾ 8 ¼ 7 7 ½ only; Framed sawn or combined glued-laminated timber arches, which spring from the floor and floor line; roof loads Framed timber trusses Wood beams and girders 6 10 5 10 ½ 5 ¼ 9 ½ Roof loads Lower half of: Wood-frame or glued-laminated arches, 6 8 5 8 ¼ 5 ¼ 7 ½ only which spring from the floor line or from grade;

Column; 66565 ¼5 ½ Upper half of: Wood-frame or glued-laminated arches, which spring from the floor line or from grade;

Framed or glued-laminated arches that spring from the 4 a 6 5 6 7/8 3 ½ 5 ½ top of walls or wall abutments; Framed timber trusses 179 and other roof framing

179

Mass Timber Projects per Current Code

180

Fire House Multnomah County, Oregon

Owner: Multnomah County Rural Fire Protection District 10. Oregon Architect: Hennebery Eddy Architects, Inc Photo by Josh Partee 181

181

Mass Timber – US (Franklin, WV)

Elementary School, Franklin, West Virginia Source: LignaTerra 182

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Factory Promega Feynman Center Fitchburg, WI

Owner: Promega Corporation Architect: Uihlein-Wilson Photos by J.B. Smith 183

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Mass Timber – US (Hunstville, AL)

Candlewood Suites Hotel Redstone Arsenal Huntsville, AL

Four stories 62,688 sq ft Source: LignaTerra Architect: Lend Lease 184

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• Glue & Nail Laminated Timber – Vertical 2x lumber mechanically connected w/nails • Engineered with NDS principles of mechanics

•7 Stories total •6 Stories of Type IV Construction •1 Story Type 1-A Podium • See IBC Section 510

Architect: DLR Group https://vimeo.com/162580838

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Mass Timber per Alternate Means

Tall Wood

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• Ascent • Milwaukee, WI • 25 Story & 284 feet • Includes 259 Units • The building is scheduled for completion in summer of 2022. • Developers: New Land Enterprises LLP and Wiechmann Enterprises.

Photo provided by Korb & Associates 187

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US Projects Carbon 12 • Portland, Oregon • 8 Stories • Residential tower

http://www.nextportland.com/2015/05/14/carbon12/

• Topped out - May 2017

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Canadian Projects

The Arbora • Québec, Canada • 8 Stories • 434 Residential condo, townhouse and rental units

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CanadianThe Projects Arbora

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The Wood Innovation and Design Centre • Prince George, British Columbia, Canada • 8 Stories • Office and education space

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Canadian Projects Brock Commons • Vancouver, British Columbia, Canada • 18 Stories • Mixed use student housing

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• Brock Commons Videos • https://www.youtube.com/watch?v=zB5H1ZVZk-c&t=2s • https://www.youtube.com/watch?v=GHtdnY_gnmE • https://www.youtube.com/watch?v=rYwI6wHcRVc

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Tall Wood Worldwide

Source: THINK WOOD

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. ICC Board Established ICC Ad Hoc Committee on Tall Wood Buildings - December 2015 . Explore science of tall wood buildings . Investigate feasibility . Take action on developing code changes for tall wood buildings

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ICC Tall Wood Ad Hoc Committee

. Consensus committee with necessary balance of stakeholders . Building and Fire Officials . Architects and engineers . Fire protection experts . Representatives from building construction material industries . Other construction-related professionals Photo courtesy of Susan Jones, atelierjones

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. Four Work Groups appointed . Definitions and Standards . Fire . Structural . Codes . 82 major issues investigated . Hundreds of reports reviewed . Performance Objectives discussed

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ICC Tall Wood Ad Hoc Objectives . TWB identified six performance objectives . . . These are the first three . No collapse under reasonable scenarios of complete burn-out of fuel without automatic sprinkler protection considered . No unusually high radiation exposure from the subject building to adjoining properties to present a risk of ignition under reasonably severe fire scenarios . No unusual response from typical radiation exposure from adjacent properties to present a risk of ignition of the subject building under reasonably severe fire scenarios

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. These are the last three TWB performance objectives . No unusual fire department access issues . Egress systems designed to protect building occupants during design escape time, plus a safety factor . Highly reliable fire suppression systems to reduce risk of failure during reasonably expected fire scenarios – degree of reliability proportional to evacuation time (height) and collapse risk

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ICC Tall Wood Ad Hoc Objectives

TWB determined that its comprehensive package of proposals met all performance objectives

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. Fire Work Group created fire test scenarios to study and validate TWB code change proposals • 2-story condo situation • 30 ft x 30 ft interior dimensions • Corridor and stair included in the structure • UL “modern furnishings” fuel load imposed  570 MJ/m2 • Fuel load was approximately 85th percentile of Group R fuel loads from survey of Group R’s

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Multi-Story Fire Tests

. Purpose: Perform tests of realistic fire scenarios applicable to tall wood construction in order to evaluate occupant and firefighter tenability for egress and suppression efforts, and provide data necessary to guide further development of relevant code and standard provisions . Conducted at U.S. government facilities (ATF) . Supervised by U.S. Forest Product Laboratory staff

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ATF Fire Test Plan

. Tests 1 through 3: unlikely scenario in which automatic sprinklers fail to activate and fire service unable to respond

. Test 4: normal sprinkler activation

. Test 5: automatic sprinklers fail to activate, but are later manually charged by fire service

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Test Description Date Duration All mass timber surfaces protected with 2-layers of 5/8” Type X 1 5/23/17 3 hours GWB – establishes baseline 30% of CLT ceiling area in living room and bedroom exposed – 2 5/31/17 4 hours represents maximum exposure in Type IV-B Two opposing CLT walls exposed – one in bedroom and one in 3 6/20/17 4 hours living room (there is a partition wall) – Type IV-B All mass timber surfaces fully exposed in bedroom and living 4 6/27/17 6 minutes room. Sprinklered – normal activation All mass timber surfaces fully exposed in bedroom and living 5 room (except bathroom). Sprinklered – 23 min delayed 6/29/17 30 minutes activation

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ICC TWB Ad Hoc – Fire Tests • All tests conducted at the Federal Bureau of Alcohol, Tobacco, Firearms & Explosives Testing Laboratory in Maryland. • 400 channels of data collection resulting in millions of data points.

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. Two stories, one apartment per level . Each apartment: 30 ft x 30 ft . Ceiling height: 9 ft . 5-ply CLT . Douglas Fir-Larch species group . Lamination Thickness: 1.375 inches . CLT Thickness: 6.875 inches . Polyurethane Adhesive . Corridor around each apartment and a stairwell

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Apartment Layout

. Partitions used unrated ½” gypsum wallboard

. Kitchen & Living Room: 15 ft x 30 ft

. Bedroom & Bath: 15 ft x 30 ft

. 20-min rated door between compartment and corridor

. 90-min rated door between corridor and stairwell

. Fuel load ~570 MJ/m2 (23 MW)

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Apartment Furnishings – Kitchen & Living Rm

Photos provided by U.S. Forest Products Laboratory, USDA Mass Timber and the IBC 212

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Photos provided by U.S. Forest Products Laboratory, USDA Mass Timber and the IBC 213

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ATF Fire Tests

Fire Test #1

All mass timber surfaces protected with 2 layers of 5/8” Type X GWB

awc.org/tallmasstimber Link to Youtube videos available on this page

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ATF Fire Test #1 - All Mass Timber Protected

. All mass timber surfaces protected with 2 layers of 5/8” Type X GWB

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Photos provided by U.S. Forest Products Laboratory, USDA

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ATF Fire Tests

Fire Test #2

30% of CLT ceiling area in living room and bedroom exposed

awc.org/tallmasstimber Link to Youtube videos available on this page

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ATF Fire Test #2 – 30% CLT Ceilings Exposed . 30% of CLT ceiling area in living room and bedroom exposed . Live load applied using water barrels

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ATF Fire Test #2 – 30% CLT Ceilings Exposed

Photos provided by U.S. Forest Products Laboratory, USDA

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• Fire intensity decreased subsequent to consumption of furnishings and contents (known as decay phase) • Exposed mass timber surfaces self-extinguished in the decay phase • Mass timber surfaces protected with 2 layers of 5/8” Type X GWB remained mostly uncharred

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Exposed Ceiling Close Up

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ATF Fire Tests

Fire Test #3

Two opposing CLT walls exposed one in bedroom and one in living room

awc.org/tallmasstimber Link to Youtube videos available on this page

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. Two opposing CLT walls exposed . Bedroom (D) and living room (B) . Results comparable to Test #2

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ATF Test #3 – 2 Exposed CLT Walls

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Living Room/ Ignition Kitchen Flashover Bedroom Flashover

Decay Phase Post Fire Post Fire

Photos provided by U.S. Forest Products Laboratory, USDA 229

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ICC TWB Ad Hoc – Fire Test 4 and 5

Test 4 - As noted earlier, all wood surfaces above the floor were exposed and the entire space protected by a sprinkler system using sidewall sprinklers. The fire caused the sprinkler system to activate at approximately 3 minutes and the system extinguished the fire.

Test 5 – The same as Test 4 except the fronts were filled with fixed tempered glass in metal frames to replicate patio doors. At 17 minutes into the fire, one panel (3’x7’ +/-) was broken open to simulate an open patio door. The sprinkler system was delayed 20 minutes from the time of sprinkler fusing (approx. 23 minutes from start of fire) to replicate a system that was inoperative until being charged by the arrival of the Fire Department. The sprinkler system extinguished the fire. 230

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Fire Test #4

All mass timber surfaces fully exposed in bedroom and living room

Sprinklered – normal activation

awc.org/tallmasstimber Link to Youtube videos available on this page

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ATF Fire Test #4 – Sprinklers, Exposed

. All mass timber surfaces fully exposed in bedroom and living room . Sprinkler – normal activation . Fire extinguished in 6 minutes

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All mass timber surfaces fully exposed in bedroom and living room. Sprinkler – activation delayed for 20 minutes after smoke detector activation…approximately 23-1/2 minutes from ignition

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Test #5 – Delayed Sprinklers

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Test 1 of 5: Full Gypsum Wall Board Protection

Test 2 of 5: 30% Ceiling Exposed

Test 3 of 5: Two Walls Exposed

Test 4 of 5: Automatic Sprinkler Activation

Test 5 of 5: Delayed Sprinkler Activation

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ATF Fire Test Results – Event Log

Time After Ignition (mm:ss) Flashover (600°C) Flashover (600°C) Test No. Flames in Hallway Compartment door Fails Sprinkler Activation Living Room Bedroom 1 13:27 17:20 26:51 57:46 N/A 1st floor 2 11:42 17:20 30:38 63:59 N/A 2nd floor

3 13:06 29:42 12:37 17:00 (door frame (door frame N/A 2nd floor installation error) installation error) 4 - - - - 2:37 1st floor

5 - - - - 23:00 1st floor Tests 2 and 3 terminated at 4 hours with no re-growth

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. Tests 2 and 3 terminated at 4 hours with no re-growth . Flashover in living room consistent around 12-13 minutes . Time to flashover in bedroom consistent at around 17 minutes . Flames breach 20-minute hallway door about 27-30 minutes . Test 3: 20-minute door failed early – improperly installed

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Comparison of Modeling & Measured Data

. Comparison of Heat Release 25000

Data 20000 . Modeling conducted by Research Institutes of Sweden 15000 (RISE) . Measured data from ATF #2 with 10000 30% Ceiling exposed 5000

Heat Release (kW) Release Heat 0 0 50 100 Time (min) Measured Heat Release Predicted Heat Release

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1200 . Comparison of Ceiling Gas Temperature 1000 . Modeling conducted by Research 800 Institutes of Sweden (RISE) 600 . Measured data from ATF #2 with 30% Ceiling exposed 400 Temperature (°C) Temperature 200

0 050100 Time (min) Measured Gas Temperature Predicted Gas Tempetature Mass Timber and the IBC 239

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Research Justification

. Each new Construction Type is based on conditions in at least 1 of 5 ATF fire tests . Fire Test Plan developed by TWB Fire Work Group . Test Plan included testing various “generic” connections as recommended by Structural Work Group . Mass timber panels (CLT) and other mass timber elements(glulam beams and columns) tested

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Full Report on AWC Website awc.org/tallmasstimber Link to Youtube videos available on the above page

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Mass Timber Elements are NOT Light-Frame

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… but Mass Timber elements can be used in all construction types

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Copyright © 2015 American Wood Council. All rights reserved. ONLY Mass Timber combustible building elements can be used for Tall Mass Timber Buildings BUILDING ELEMENT list is shown in Table 601 Smaller sized pieces of wood are not prohibited when used for items like the fire resistance protection of connections or blocking in NC walls.

Types IV-A, IV-B, and IV-C in the 2021 IBC

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17 TWB AD HOC COMMITTEE CHANGES 2021 Ed.

IBC Section 602.4 Type IV construction (G108-18) IBC Section 703.8 (new) Tested noncombustible protection contribution (FS5-18) IBC Section 722.7 (new) Calculated noncombustible protection contribution (FS81-18) IBC Section 703.9 (new) Sealing of adjacent mass timber elements (FS6-18) IBC Section 718.2.1 Fireblocking materials (FS73-18) IBC Section 403.3.2 and IFC Section 914.3.1.2 High rise sprinkler water supply (G28-18) IFC Section 701.6 Owner’s responsibility (F88-18)

IFC Section 3308.4 (new) Fire safety during construction (F266-18) 244

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IBC Table 504.3 (G75-18) Allowable height in feet IBC Table 504.4 (G80-18) Allowable number of stories IBC Table 506.2 (G84-18) Allowable area IBC Section 3102.3 Special construction (G146-18) IBC Appendix D Section D102.2.5 Fire Districts (G152-18) IBC Sections 508.4.4.1 and 509.4.1.1 (new) Fire barriers at separated occupancies and incidental uses (G89-18) IBC Section 2304.10.1 (new) Fire resistance of connections (S170-19) IBC Section 1705.5.3 (new) and Table 1705.5.3 (new) Special inspection provisions (S100-19) IBC Section 110.3.5 (new) Inspection of protection for connections (ADM35-19) 245

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DEFINITIONS DEFINITIONS FOR NEW IBC TERMS

. Mass Timber: Structural elements of Type IV construction primarily of solid, built-up, panelized or engineered wood products that meet minimum cross section dimensions of Type IV construction.

. Noncombustible Protection (FOR MASS TIMBER): Noncombustible material, in accordance with Section 703.5, designed to increase the fire-resistance rating and delay the combustion of mass timber.

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. Mass Timber: Structural elements of Type IV construction primarily of solid, built-up, panelized or engineered wood products that meet minimum cross section dimensions of Type IV construction.

. Noncombustible Protection (FOR MASS TIMBER): Noncombustible material, in accordance with Section 703.5, designed to increase the fire-resistance rating and delay the combustion of mass timber.

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2021 IBC Construction Types

. TYPE IV-A – Mass Timber with noncombustible protection . Noncombustible protection at least 2/3 FRR for Building Elements (Table 601, 705.5) . Taller buildings – no exposed mass timber . TYPE IV-B – Mass Timber with limited exposed MT . Limits how much mass timber can be exposed . Limits how close exposed areas can be to one another . TYPE IV-C – Mass Timber with no requirement for noncombustible protection, except certain features

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. TYPE IV-A – Mass Timber with noncombustible protection . Noncombustible protection at least 2/3 FRR for Building Elements (Table 601, 602) . Taller buildings – no exposed mass timber . TYPE IV-B – Mass Timber with limited exposed MT . Limits how much mass timber can be exposed . Limits how close exposed areas can be to one another . TYPE IV-C – Mass Timber with no requirement for noncombustible protection, except certain features

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2021 IBC Construction Types

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Building Element Fire-Resistance Ratings

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Table 705.5

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Separation of Unprotected MT 602.4.2.2.4 Separation Distance Between Unprotected Mass Timber Elements. In each dwelling unit or fire area, unprotected portions of mass timber walls and ceilings shall be not less than 15 feet from unprotected portions of other walls and ceilings, measured horizontally along the ceiling and from other unprotected portions of walls measured horizontally along the floor.

Exposed wall panels

Exposed ceiling panels >15 ft separation Mass Timber and the IBC 254

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403.3.2 Water supply to required fire pumps. In all buildings that are more than 420 feet (128 m) in building height, and buildings of Type IVA and IVB that are more than 120’ in building height, required fire pumps shall be supplied by connections to not fewer than two water mains located in different streets. Separate supply piping shall be provided between each connection to the water main and the pumps. Each connection and the supply piping between the connection and the pumps shall be sized to supply the flow and pressure required for the pumps to operate.

255

Exterior Wall Section All material outboard of the Mass Timber MUST BE NONCOMBUSTIBLE Except: water resistive barrier

(or equivalent)

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Type IV-A & IV-B…80 minutes of protection

602.4.1.5 & 602.4.2.5 Concealed spaces…Combustible construction forming concealed spaces shall be protected in accordance with Sections 602.4.1.2. 602.4.1.2 Interior protection. Interior faces of all mass timber elements, including the inside faces of exterior mass timber walls and mass timber roofs, shall be protected… 602.4.1.2.1 Protection time. Noncombustible protection shall contribute a time equal to or greater than times assigned in Table 722.7.1(1), but not less than 80 minutes. The use of materials and their respective protection contributions listed in Table 722.7.1(2) shall be permitted to be used for compliance with Section 722.7.1.

TABLE 722.7.1(2) PROTECTION PROVIDED BY NONCOMBUSTIBLE COVERING MATERIAL Noncombustible Protection Protection Contribution (minutes) 1 /2-inch Type X Gypsum Board 25 5 /8-inch Type X Gypsum Board 40

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Concealed Spaces

Type IV-C…40 minutes of protection

602.4.3.5 Concealed spaces…Combustible construction forming concealed spaces shall be protected with noncombustible protection with a minimum assigned time of 40 minutes as determined in Section 722.7.1.

TABLE 722.7.1(2) PROTECTION PROVIDED BY NONCOMBUSTIBLE COVERING MATERIAL Noncombustible Protection Protection Contribution (minutes) 1 /2-inch Type X Gypsum Board 25 5 /8-inch Type X Gypsum Board 40

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Type IV-HT 602.4.4.3 Concealed spaces…Concealed spaces shall be protected in accordance with one or more of the following: 1. The building shall be sprinklered throughout in accordance with Section 903.3.1.1 and automatic sprinklers shall also be provided in the concealed space. 2. The concealed space shall be completely filled with noncombustible insulation. 3. Surfaces within the concealed space shall be fully sheathed with not less than 5/8-inch Type X gypsum board. Exception: Concealed spaces within interior walls and partitions with a one-hour or greater fire resistance rating complying Section 2304.11.2.2 shall not require additional protection.

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Concealed Spaces

2304.11.3 Floors. Floors shall be without concealed spaces or with concealed spaces complying with Section 602.4.4.3… 2304.11.4 Roof decks. Roofs shall be without concealed spaces and roof or with concealed spaces complying with Section 602.4.4.3…

Batt Insulation

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No exposed combustibles permitted in concealed space other than materials meeting the plenum exception

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Table 601

Noncombustible Protection required to provide 2/3

262

722.7 Fire-resistance rating of mass timber. The required fire resistance of mass timber elements in Section 602.4 shall be determined in accordance with Section 703.2. The fire resistance rating of building elements shall be as required in Tables 601 and 705.5 and as specified elsewhere in this code. The fire-resistance rating of the mass timber elements shall consist of the fire resistance of the unprotected element added to the protection time of the noncombustible protection.

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Noncombustible Time Contribution

Prescriptive Method

705.5 (hours)

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The 2018 edition of PRG 320 requires CLT adhesives to pass a bond line shear test at elevated temperatures.

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Type of Construction IV-A

Building Elements Maximum Height 270’

Number of Stories (except 9 - 18 H’s) Exposed Mass Timber Fully Protected

Sprinklers Yes

Primary Frame FRR 3 hours

Floor FRR 2 hours

FRR from Noncom Protection 120 minutes

Stairs Tower Non-combustible

Concealed Spaces OK if protected

Floor Topping Noncombustible

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Building Elements Maximum Height 180’

Number of Stories (except H’s) 6 - 12 Exposed Mass Timber Partially Sprinklers Yes

Primary Frame FRR 2 hours Floor FRR 2 hours

FRR from Noncom Protection 80 minutes

Stairs Tower Protected mass timber Concealed Spaces OK if protected Floor Topping Noncombustible

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Type of Construction IV-C Building Element Maximum Height 85’

Number of Stories 4 - 9

Exposed Mass Timber Fully Exposed

Sprinklers Yes

Primary Frame FRR 2 hours

Floor FRR 2 hours

Stairs Tower Protected mass timber FRR from Non-com Protection 0 hours

Concealed Spaces OK if Protected

Floor Topping No requirement

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2021 IBC

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Sealing of Intersections

703.7 Sealing of adjacent mass timber elements. In buildings of Type IV-A, IV-B, and IV-C construction, sealant or adhesive shall be provided to resist the passage of air in the following locations: 1. At abutting edges and intersections of mass timber building elements required to be fire resistance-rated. 2. At abutting intersections of mass timber building elements and building elements of other materials where both are required to be fire resistance-rated. Sealants shall meet the requirements of ASTM C920. Adhesives shall meet the requirements of ASTM D3498. Exception: Sealants or adhesives need not be provided where they are not a required component of a tested fire resistance-rated assembly.

Mass Timber and the IBC 270

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Fire safety during construction

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Fire-Resistive Connection Protection

2304.10.1 Connection fire-resistance rating. Fire-resistance ratings for connections in Type IV-A, IV-B or IV-C shall be determined by one of the following:

1. Testing in accordance with Section 703.2 where the connection is a part of the fire-resistance test.

2. Engineering analysis that demonstrates that the temperature rise at any portion of the connection is limited to an average temperature rise of 250°F, and a maximum temperature rise of 325°F, for a time corresponding to the required fire-resistance rating of the structural element being connected. For the purposes of this analysis, the connection includes connectors, fasteners, and portions of wood members included in the structural design of the Beam-to-column connection connection. tested at ATF Fire Research Lab.

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But we can’t test every connection!

2304.10.1 Connection fire resistance rating. Fire-resistance ratings for connections in Type IV- A, IV-B or IV-C shall be determined by one of the following: 1. Testing in accordance with Section 703.2 where the connection is a part of the fire resistance test. 2. Engineering analysis that demonstrates . . .

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Fire-Resistive Connection Protection

NDS 16.3 Wood Connections Where fire resistance is required, connectors and fasteners shall be protected from fire exposure . Additional wood cover . Fire-rated gypsum board . Other approved materials like coatings or insulation (approved for required endurance time) . OR a combination thereof

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AWC Technical Report 10 . NDS Chapter 16 basis

. Protecting connections

. Background

. Commentary

. Examples

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Fire-Resistive Connection Protection

AWC Technical Report 10 . Thermal protection (separation) . Example details . Common fasteners and connectors

AWC TR10 Figures

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Code Official Inspection 110.3.5 Type IV-A, IV-B and IV-C connection protection inspection. In buildings of Type IV-A, IV-B and IV-C Construction, where connection fire-resistance ratings are provided by wood cover calculated to meet the requirements of Section 2304.10.1, inspection of the wood cover shall be made after the cover is installed, but before any other coverings or finishes are installed.

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Special Inspections . New Section 1705.5.3 on Tall Mass Timber Construction . New Table 1705.5.3 . Required special inspections for new mass timber construction types (IV-A, IV-B & IV-C) . New Section 1705.19 on connection sealants or adhesives. . NOT Type IV-HT

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Special Inspection

1705.19 Sealing of mass timber Periodic special inspections of sealants or adhesives shall be conducted where sealant or adhesive required by Section 703.9 is applied to mass timber building elements as designated in the approved construction documents.

Photo Courtesy of ARUP Sealants shown. Adhesives used likely not visible.

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703.9 Sealing of adjacent mass timber elements…

. Sealants per ASTM C920 or

. Adhesives per ASTM D3498

Exception: Sealants or adhesives need not be provided where they are not a required component of a tested fire- resistance-rated assembly.

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Special Inspection

Fabricated items exempt from on- site special inspection requirements

. IBC 1704.2.5 – fabricator approved via QC/QA and third-party audit . CLT . SCL . Glulam . Sawn Timber

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Questions

James B. Smith, P.E. Midwest Regional Manager [email protected] 608-635-6635

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www.awc.org [email protected]

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