Fasteners: A Complete Guide

A complete guide to understand and specify fasteners for light-frame construction || INTRODUCTION || This Guide is intended to facilitate the selection of appropriate Stanley® Bostitch® fasteners in wood-frame construction. Appropriate fastener selection and installation leads to more durable, stronger, and safer buildings.

ight-frame buildings are loaded by vertical and hori- walls, floor(s), and roof act together to resist forces at the zontal forces. Examples of vertical forces are dead foundation. weight of the building materials and snow. Lateral forces include those induced by wind and seismic ground The building resists forces only when there is a continuous motions. Wind forces cause uplift on the roof, wall racking load path from the point where the force is imposed to the and wall bending. Seismic motions cause racking in the walls foundation where the force is resisted. A continuous load path is as a result of the vertical and horizontal ground motions. The the interconnected framing and sheathing from the roof through

[a] [b] [c]

Light-frame structure with (a) gravity loads, (b) wind loads, (c) seismic loads. Fasteners are crucial to the continuous load path.

Stanley® Bostitch® fasteners are engineered to exceed the performance expectations in application and for optimal performance in Stanley® Bostitch® tools. Our goal is to continually increase productivity and quality of building practices, and to ensure building code compliance. Our team of engineers lead the industry in innovation and design. Utilizing our advanced laboratory, they conduct extensive testing to study the effects of storm forces and other weather conditions in order to develop high performance fasteners for a wide variety of applications.

Stanley® Bostitch® fasteners are continually evaluated to assess quality and performance i © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Introduction ]] Fasteners: A Complete Guide

the walls to the foundation. A building The fasteners listed in this Guide are Code (IRC) that is not attached, or poorly attached, manufactured by Stanley Fastening Systems > BOCA National Building Code 1999 to the foundation, can slide or overturn and are sold under the trademark (BNBC) when subjected to lateral forces. Walls Stanley® Bostitch®. Stanley® Bostitch® > 1999 Standard Building Code (SBC) that are designed to resist vertical and nails and staples can be used for > 1997 Uniform Building Code (UBC) lateral loads are called shear walls. The structural and nonstructural wood- > 1998 International One and Two roof and floors are called diaphragms, to-wood connections. Connections Family Dwelling Code (IOTFDC) or sometimes referred to as horizontal between wood and other engineering > City of Los Angeles diaphragms, even though they may be materials, such as steel, plastics, etc. > Florida Building Code pitched, e.g., a gable roof. are also possible with engineering design following the design methods of The newest evaluation report for Fasteners are often the last thing the National Design Specification® for HurriQuake® nails is ER-120, and it considered in designing and building a Wood Construction (NDS®). shows compliance to the 2006 IBC, 2006 wood-frame structure. However, they IRC, SSTD-10 1999, Florida Building Code are critical to the load path and the The Stanley® Bostitch® Fasteners: A (2007), and the California Building Code long-term building performance. complete guide to understand and specify (2007). Evaluation reports ER-120 and Whether your objective is to reduce the fasteners for light-frame construction ESR-2020 have withdrawal and shear chance of a squeaky floor, minimize describes standard nail and staple single fastener design functions and corrosion, or reduce the potential of applications that are in compliance with framing connections, and the diaphragm high wind or earthquake related damage; the following model building codes: and shear wall allowable shear values the proper fastener selection can affect > 2006 International Building Code reflect the engineering performance of these objectives. (IBC) the HurriQuake® nails. > 2006 International Residential

Copyright © 2009 by Stanley Bostitch Limited Warranty: U.S. and Canada Only

Stanley Fastening Systems L.P. (Stanley Bostitch) warrants purchased products to be free from defects in material and workmanship. Stanley Bostitch products are further warranted for adequacy of design when used in accordance with the applicable model building codes, ESR 1539, ESR 2020, ER-120 and when properly specified, installed and maintained. This warranty does not apply to uses not in compliance with specific applications modified products, or to product deterioration due to environmental conditions.

Properly installed Stanley Bostitch products will meet performance expectations established by National Design Specification for Wood Construction 2005. Due to the variety of potential loading scenarios, structural design, building materials selected for construction, the quality of construction methods and other conditions surrounding the structure within the location, structural damage may still occur.

All warranty responsibilities of Stanley Bostitch shall be limited, at Stanley Bostitch’s option, to repair or replacement of the defective fastener product, and such repair or replacement shall constitute Stanley Bostitch’s sole obligation to purchaser under this warranty. In no event will Stanley Bostitch be responsible for incidental, consequential, or special loss or damage, however caused.

This warranty IS IN LIEU OF ALL OTHER WARRANTIES, EXPRESS or IMPLiED, INCLUDING BUT NOT LIMITED TO, IMPLIED WAR- RANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. STANLEY BOSTITCH SHALL NOT BE LIABLE FOR ANY INCIDENTAL OR CONSEQUENTIAL DAMAGES RESULTING FROM THE USE OF ITS PRODUCTS, AND THE CONSUMER’S USE OF SUCH PRODUCTS SHALL CONSTITUTE AGREEMENT TO THE TERMS OF THIS WARRANTY AND LIMITATION OF LIABILITIES.

Modified and Custom Products

Engineers, builders or other consumers who modify products, or use custom products requested from and provided by Stanley Bos- titch shall, regardless of any instructions to the user, indemnify, defend, and hold harmless Stanley Bostitch for any and all claimed loss or damage occurring with the use of custom or modified products.

ii © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com iii © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Table of Contents ]] Fasteners: A Complete Guide

|| TABLE OF CONTENTS || Chapter Page

Introduction ii List of Tables v List of Figures vi 1 HurriQuake® Nails 1 2 Construction Nails and Staples 2 3 Wood Construction Materials 4 > Fastener Performance and Specific Gravity 4 > Fastening Engineered Wood Products 4 4 Single-Fastener Connection Geometry 6 5 Fastener Corrosion Resistance 7 6 Fastener Selection and Substitution 8 7 Single-Nail Withdrawal Design 12 8 Single-Fastener Connection Lateral Shear Design 14 > Sheathing-to-Framing Connections 14 > Connection for 2x-members of the Same Specific Gravity 16 9 Prescriptive Framing Connections 18 > Framing: Floors 18 > Framing: Walls 20 > Framing: Ceiling and Roofs 22 10 Fastening Metal Hardware 24 11 Diaphragm Design 26 > 3/8” Structural 1 Plywood 28 > 7/16” OSB or Structural 1 Plywood 28 > 15/32” OSB or Structural 1 Plywood 29 > 7/8” OSB or Structural 1 Plywood 29 > 3/8” Plywood Rated Sheathing 30 > 15/32” Plywood Rated Sheathing 30 > 19/32” Plywood Rated Sheathing 31 > 23/32” Plywood Rated Sheathing 31 12 Shear Wall Design 32 > 3/8” Structural 1 Plywood 33 > 7/16” OSB or Structural 1 Plywood 33 > 15/32” OSB or Structural 1 Plywood 34 > 3/8” Plywood Rated Sheathing 34 > 15/32” Plywood Rated Sheathing 35 > 19/32” Plywood Rated Sheathing 35 13 Wind Resistance 36 14 Stanley® Bostitch® Product Codes 38

Appendix 1. Building Code Acronyms 42 Appendix 2. Glossary 44

iv © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com || LIST OF TABLES ||

Table Page Table Page

1 Comparison of Common, Box, and Sinker nail 3 14 Diaphragm unit shear allowable design values for 29 dimensions (inches) of the same pennyweight. wind and seismic, Sheathing: 7/8” OSB or Structural 1 Plywood. 2 Important properties for connection design with 5 typical visually graded wood materials used in the 15 Diaphragm unit shear allowable design values for wind 30 US. and Canada for residential framing. and seismic, Sheathing: 3/8” Plywood Rated Sheathing.

3 Nail withdrawal values for normal duration loads, 13 16 Diaphragm unit shear allowable design values for 30 lbf/inch of penetration in the main member. wind and seismic, Sheathing: 15/32” Plywood Rated Sheathing. 4 Single fastener shear values, Z (lbf), for typical 15 sheathing products by wood species specific 17 Diaphragm unit shear allowable design values for 31 gravity. wind and seismic, Sheathing: 19/32” Plywood Rated Sheathing. 5 Design functions for single-fastener shear 16 connections made with HurriQuake® Nails. 18 Diaphragm unit shear allowable design values for 31 wind and seismic, Sheathing: 23/32” Plywood 6 Normal duration lateral shear capacity, Z (lbf), for 17 Rated Sheathing. face nailed 2-by lumber connections of the same specific gravity. 19 Shear wall unit shear allowable design values (lbf/ 33 ft), Sheathing: 3/8” Structural 1 Plywood. 7 Prescriptive floor framing connections. 18 20 Shear wall unit shear allowable design values 33 8 Prescriptive wall framing connections. 20 (lbf/ft),Sheathing: 7/16” OSB or Structural 1 Plywood.

9 Prescriptive roof and ceiling framing connections. 22 21 Shear wall unit shear allowable design values (lbf/ 34 ft), Sheathing: 15/32” OSB or Structural 1 Plywood 10 Reference lateral design values, Z (lbf) for Stanley® 25 Bostitch® MCN nails used in steel-to-wood 22 Shear wall unit shear allowable design values (lbf/ 34 connections for typical wood specific gravities. ft), Sheathing: 3/8” Plywood Rated Sheathing

11 Diaphragm unit shear allowable design values for 28 23 Shear wall unit shear allowable design values (lbf/ 35 wind and seismic, Sheathing: 3/8” Structural 1 ft), Sheathing: 15/32” Plywood Rated Sheathing Plywood. 24 Shear wall unit shear allowable design values (lbf/ 35 12 Diaphragm unit shear allowable design values 28 ft), Sheathing: 19/32” Plywood Rated Sheathing for wind and seismic, Sheathing: 7/16” OSB or Structural I Plywood. 25 Roof sheathing fastening requirements for 36 compliance with IBC and IRC 13 Diaphragm unit shear allowable design values 29 for wind and seismic, Sheathing: 15/32” OSB or 26 HurriQuake® fastening requirements for compliance in wind 37 Structural I Plywood. zones up to 170 mph (3-s. gust) with Exposures B and C v © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Table of Contents ]] Fasteners: A complete guide

|| LIST OF FIGURES ||

Figure Page

1 HurriQuake® 1 nail, 2-1/2 x 0.113”, showing the dual A shank technology and large embossed head.

2 Head markings for HurriQuake® nails. A

3 The five characteristics of a HurriQuake® nail. 1

4 Characteristics and dimensions of driven fasteners. 3

5 Examples of nails with ring shank and screw shank. 3

6 Geometry of a single-fastener face-nail connection. 6

7 Toe-nail connection geometry. 6

8 Grain direction in an end-nail connection. The arrows 6 indicate grain direction in each member.

9 Excerpt from the Guide, Section 9, Table 8, 8 Prescriptive Wall Framing Connections.

10 Table locator worksheet to identify the applicable 9 table for sheathing fastener design requirements.

11 Table 20 from Guide, Section 12 for shear walls with 10 7/16” OSB sheathing subject to wind and seismic loadings.

12 Table 17 from Guide, Section 11 for diaphragms 11 with 19/32” plywood sheathing subject to wind and seismic loading.

13 Illustration of the MCN nail head identification marking. 24

14 Sheathing and framing layouts for the six 27 diaphragm cases.

15 Roof zones for use with prescriptive nailing 36 schedules of Tables 24 and 25; roof zones for UBC, IBC, and IRC. For gable roofs slope ≤ 7°, shaded area is zone 1, for gable roof 7° < slope ≤ 45°, shaded area is zone 2.

vi © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com Stanley-Bostitch is committed to sustainable construction through its fastener innovation. We believe that fasteners can be engineered far beyond today’s existing standards. We believe this because we have already created the fastener of tomorrow.

Building to a higher standard will reduce the materials, energy, and money used to repair the damages caused by Mother Nature’s wrath. HurriQuake® nails will have a profound effect on an individual’s personal safety as well as the environment. The patented deformations of the shank and head allow performance equivalent to or exceeding more common nails while using 40% less steel*.

These high performance fasteners withstand destructive forces under extreme conditions such as hurricanes, tornadoes, or earthquakes. Independent research has shown that the use of HurriQuake® fasteners provide a stronger, more disaster-resistant structure.

This unique fastener can enable an engineer, architect, or builder to select thinner sheathing while increasing the load capacity. It can even increase daylight views via stronger walls and larger windows and eliminate the need for potentially VOC-rich glue on the floors to avoid squeaks.

Look for the highlighted areas throughout this guide as an indicator of High Performance Structural Fasteners.

*comparing 2 1/2” x .113” HurriQuake® nails to 3” x .131 standard nails.

Figure 1. The HurriQuake® 1 nail, 2 1/2” x 0.113”, showing the dual shank technology and large embossed head.

Figure 2. Head markings for HurriQuake® nails

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® [[ HurriQuake Nails ]] Fasteners: A Complete Guide

C 1

HurriQuake® Nails are wire nails used for connections in light-frame buildings. The nails are in compliance with ASTM F1667 for bending yield strength as well as physical and mechanical properties and dimensional tolerances. They are designed for wood-to-wood connections or to connect engineered materials-to-engineered materials. The connections may be structural or non-structural. Structural wood-to-wood connections are to meet the requirements of the National Design Specification® for Wood Construction. Shear Shank Technology • Shear plane area optimized to HurriQuakeenhance capacity® nails have five distinguishing ® •characteristicsDeformation under head(Figure to minimize 3): Figure 3. The five characteristics of a HurriQuake nail. movement of structure Fat Head 1 Ring shank that is deformed from the tip to 1-1/2“ • 30% more surface area from the tip • Marked for easy identification 2 Round wire shank that is the nominal wire diameter Deep that Ring extends Technology from the ring-shank portion 5 4 Improved Plastic Collation 3•M Five-sidedaximizes holding fluted power spiral-shank that extends from the • Shears cleaner • Significantly reduces "flagging" round shank to the bottom of the head 4 Over-sized full-round head 5 Embossed identification on the head

The aggressive ring-shank and large head combine to give 3 the HurriQuake® fasteners significantly improved shear withdrawal, and pull-through resistance as compared to other framing and sheathing nails.

The HurriQuake® nail products are produced in two nominal diameters (0.113” and 0.131”) and are available bright and 2 hot-dip zinc galvanized. The collated HurriQuake® products are intended to be used in Stanley® Bostitch® pneumatic tools but can be used in other manufacturer tools as well. The 2-1/2”x0.113” product (HQ1) is pictured in Figure 1 and the head identifications are shown in Figure 2.

HurriQuake® Nails are the subject of two evaluation reports, ESR-2020 (ICC-ES) and ER-0120 (IAPMO-ES). These documents show compliance IBC/IRC 2006 and SSTD-10 1999. ER-0120 also shows compliance with the Florida Build- ing Code (2007) and California Building Code (2007). 1 Information from the evaluation reports is used in this Guide. Also, they are the subject of City of Los Angeles Research Report 25660.

Stanley Bostitch recommends the builder, architect, and engineer make HurriQuake® Nails the first choice when making wood-to-wood connections. 1 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com

Hurriquake Nail.ai [[ Construction Nails & Staples ]]

|| CONSTRUCTION NAILS & STAPLES || Driven fasteners for construction includes two groups of fasteners: nails and staples. The general features of nails and staples are illustrated with the appropriate dimensional measurements in Figure 4. Most nails and staples are made from low carbon steel wire. Some nails are made from medium or high carbon wire so that they can be effectively hardened. These nails are made to penetrate materials other than wood.

ails are sometimes referred to using the greater than or equal to 7/16”, a leg length of at least 1-1/2”, and staple “pennyweight” terminology, for example”16d” installation with the crown parallel to the framing member. or”8d”. In earlier times, this terminology was used to refer to the penny cost per 100 nails. In contemporary Nail Shank Deformations engineering, the pennyweight terminology cannot be used for Most construction nails have smooth shanks. Shank deformations reliable specification of fasteners. Now the pennyweight are used to enhance the fastener performance, especially designation generally refers to nail length but it does not confer withdrawal resistance. Improved withdrawal resistance also information about the shank diameter or the head characteristics. can contribute to enhanced shear resistance for many The expressions”common,””box,” and“sinker” have generally construction situations. Deformed shank nails are referred to accepted understanding as published in the National Design as”ring” or”screw” shank nails depending on the deformations Specification® for Wood Construction (NDS®). In general, (Figure 5). Ring-shank nails have an annular ring deformation. common and box nails have a flat under-head geometry while The rings are generally 0.005” to 0.010” greater diameter than sinker nails have a pronounced convex under-head geometry. the nominal diameter of the fastener. Screw-shank nails have See Table 1 for the dimensions assumed by the NDS for shanks with flutes that twist around the shank in a dimensions of typical construction nails. Common nails have screw-like geometry. The screw-shank geometry is less larger shank diameters that the box and sinker nails. common than the ring-shank geometry in construction nails. Construction nails with deformed shanks are generally made Correct specification of nails includes the nominal length and with low carbon wire and have bending yield strengths typical the nominal diameter. If only pennyweight is specified, of smooth shank nails of the same nominal diameter. insufficient information is conveyed. For example, if a building plan calls for the nails to be”8d,” then the builder could use In engineering design, generic deformed-shank nails have the 8d common (2-1/2”x0.131”), the 8d box (2-1/2”x0.113”), withdrawal capacities that are 10% greater than smooth- or the 8d sinker (2-3/8”x0.113”). The result will affect the shank nails of the same diameters and no extra allowance is performance of the building system. The HurriQuake® nails made for shear capacity. The fastener industry has no are unique so they can be easily specified as HQ1 or HQ2, standard for shank deformations, and as a result, the but complete specification of other smooth and deformed- engineering properties of generic deformed-shank nails shank nails should provide length and diameter. cannot be generalized beyond the minimum increase. On the other hand, the HurriQuake® nails have design withdrawal Staples are called out by length, crown width, and wire diameter properties that are over 100% greater than smooth-shank where the wire is usually referenced by gauge as opposed to nails of the same diameter and length. The shear capacities measured diameter. Staple wire is typically flattened in manu- of the HurriQuake® nails are also substantially greater than facturing, so a staple cross section is not round. Typical staple smooth-shank nails. These greater values are assigned gauges are given in ASTM F1667-05 where the specification is because the HurriQuake® nails are made to exacting for nominal thickness and width. For example, a 16-gauge staple specifications, manufactured under a strict quality program, has a nominal thickness of 0.0563” and a nominal width of and the engineering properties are based on extensive 0.064”, and a 14-gauge staple has nominal thickness of 0.0725” testing by an accredited third-party laboratory as required to and a width of 0.0855”. The building codes require staple crown width obtain an evaluation report.

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Table 1. Comparison of Common, Box, and Sinker nail dimensions (inches) of the same pennyweight.

Type Feature Pennyweight C 6d 8d 10d 12d 16d 2 Common Length 2 2-1/2 3 3-1/4 3-1/2 Diameter 0.113 0.131 0.148 0.148 0.162 Head 0.226 0.281 0.312 0.312 0.344 Box Length 2 2-1/2 3 3-1/4 3-1/2 Diameter 0.099 0.113 0.128 0.128 0.135 Head 0.266 0.297 0.312 0.312 0.344 Sinker Length 1-7/8 2-3/8 2-7/8 3-1/8 3-1/4 Diameter 0.092 0.113 0.120 0.135 0.148 Head 0.234 0.266 0.281 0.312 0.344

Figure 4. Characteristics and dimensions of driven fasteners. Figure 5. Examples of ring-shanked and screw-shank nails.

Head Diameter Head Head Thickness

Crown width Crown

Shank

Leg Nail Length Length Wire gauge Shank diameter

Tip Ring shank Screw shank Point

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|| WOOD CONSTRUCTION MATERIALS || 3.1 Fastener Performance and Specific Gravity Fastener performance is strongly influenced by the specific gravity of the main and side members of a wood-to-wood mechanical connection. Specific gravity is the ratio of the weight density of a wood object to the weight density of water (1000 kg/m3). Specific gravity can be thought of as a measure of the amount of wood material present. The weight density of wood depends on the moisture condition of the wood.

ood is not a homogeneous material within a single calculation of withdrawal design values and to identify the tree or between trees. Each species of wood has dowel bearing capacity of mechanical fasteners, which is a characteristic specific gravity that was assigned used to determine the lateral shear resistance of fasteners. based on sampling and measurement of the wood species Some of the typical US species groups are listed in Table over its geographic range. Most commercial species used in 2 with the characteristic specific gravity and dowel bearing North America have a specific gravity in the range of 0.35 to values. A high specific gravity wood has a high dowel bearing 0.60. The commercial specific gravity assignment represents strength and a low specific gravity wood has a lower dowel the average of many growth years and many trees. In general, bearing strength. Exceptions to this are found primarily a species of wood with lots of wood material present in a among engineered wood products. measured volume (high specific gravity) will hold its fasteners better in withdrawal than a wood that has less wood material In Table 2, the column labeled”Fastener Group” is a in a measured volume (low specific gravity). terminology that is carried over from legacy design documents and is still found in some of the legacy building codes and The model building codes require that the lumber must at least one table in this document that is based on a legacy be stress graded to be used for building construction. The code. Prior to 1991, every wood species was assigned to American Lumber Standards Committee (ALSC) administers a”Fastener Group” based on its strength and stiffness. This the grade marking program for structural lumber under PS 20 practice was abandoned in 1991 because the design practice (Voluntary Product Standard 20, American Softwood Lumber was changed in the 1991 NDS to the use of the European Standard). The ALSC uses the consensus processes of the U.S. Yield Mode Equations, and the notion of a”Fastener Group” Department of Commerce to provide manufacturers and users became obsolete. of softwood lumber with a process by which the product standard can be formulated and implemented. 3.2 Fastening Engineered Wood Products Engineered wood products are manufactured by combining To facilitate engineering practice, species that are from the wood with adhesives under heat and pressure. Typical same geographical area and that have the same engineering engineered wood products are plywood, oriented strand board properties are pooled as”species groups.” For example, (OSB), glue-laminated timber (glulam), I-joists, and structural Douglas Fir-Larch is a species group comprised of Douglas-fir composite lumber. These products behave differently than sawn and Larch, and Southern Pine is a species group of four wood and some special considerations may be required for species of Southern Pine (Loblolly Pine, Longleaf Pine, fasteners especially for the structural composite lumber products. Shortleaf Pine, and Slash Pine). The species of each commercial species group are listed in the NDS Supplement. There are 49 Structural composite lumber (SCL) comes in several varieties: species groups listed in the NDS Supplement. oriented strand lumber (OSL), laminated strand lumber (LSL), laminated veneer lumber (LVL), and parallel strand lumber Each commercial species group has a characteristic specific (PSL). These products are proprietary products and are gravity. The characteristic specific gravity is used in the differentiated by the form of the wood that is used. For

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Table 2. Important properties for connection design with typical visually graded wood materials used in the U.S. and Canada for residential framing.

Wood Species Group Specific Gravity, G Fastener Group4 Dowel Bearing Strength,

Fe (psi) Spruce / Pine / Fir (South) 0.36 IV 2550 Western Woods 0.36 IV 2550 C Englemann Spruce 0.38 IV 2800 3 / Lodgepole Pine Eastern Hemlock 0.41 III 3200 Spruce / Pine / Fir 0.42 III 3350 Hemlock / Fir 0.43 III 3500 Austrian Spruce 1 0.43 III 3500 Austrian Spruce 0.43 III 3500 / Scots Pine 2 Western Hemlock 0.47 III 4150 Douglas Fir / Larch North 0.49 II 4450 Douglas Fir / Larch 0.50 II 4650 Scots Pine 3 0.50 II 4650 Southern Pine 0.55 II 5550 1,2Source: Austria and Czech Republic 3Source: Austria, Czech Republic, Romania, Ukraine 4Based on NDS 1986, Table 8.1A

example, LVL is made from sheets of veneer, PSL is made values and general fastening instructions are published in the from veneer strands, OSL is made from large flakes. SCL manufacturer’s evaluation report. The manufacturers of SCL products are used as substitutes for dimension lumber and these products are experts in wood materials, not fasteners, timbers in construction, e.g., headers, stair treads, joists, so their general fastener instructions may require careful rafters, posts, collector girders, even studs in tall walls. They review when considering fastener solutions. can also be resawn and used as components of other products. For example, the flanges of an I-joist are usually either an LVL or an LSL product.

The anatomy of SCL products is three-dimensional, so the fastener performance will be different if the fastener enters through the face or the edge or the end of the product. Just as sawn lumber has a specific gravity that is assigned for connection design, SCL products have specific gravity assigned for connection design. In fact, SCL products might have multiple specific gravities assigned depending on orientation of the fastener to the wood materials. The specific gravity used for connection design in SCL products is called the Equivalent Specific Gravity. Equivalent specific gravity

5 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Single-Fastener Connection Geometry & Fastener Corrosion Resistance ]] || SINGLE-FASTENER CONNECTION GEOMETRY ||

The engineering performance of nailed and stapled connections is predicated on their geometry and loading. Three basic connections are described: (1) face-nail connection, (2) toe-nail connection, (3) end-nail connection.

he anatomy of a single-fastener face-nail connection Figure 6. Geometry of a single-fastener face-nail connection. is shown in Figure 6 to illustrate the parts of the Withdrawal connection. The main member is the part where Off axis the fastener tip is embedded, while the side member is the part that is attached to the main member with the fastener L = Ls+P Shear and is between the fastener head and the main member. It Grain direction Side member is assumed that the fastener has penetrated perpendicular to the grain by entering the main member and the side member through the face grain. It is also assumed that this connection Main member is loaded as shown in Figure 6, where arrows indicate withdrawal, shear, and a combination of withdrawal and shear shown

as”off-axis.” The withdrawal forces tend to separate the side Grain direction member from the main member by pulling on the nail. On the other hand, shear forces tend to slide the side member relative to the main member, causing the nail to bend or the main or Figure 7. Toe-nail connection geometry. side member to crush on the nail shank. The off-axis force can 30° result in a combination of events including simultaneous

separation of the side member from the main member and Toe nail connection sliding of the side member relative to the main member. L Ls=L/3 The engineered performance of the connection assumes that the nail has penetrated the main member by a length at least P Lm ten times the shank diameter to generate the full shear capacity of the fastener. The nail is installed with the bottom of the head pressing on the sheathing or the side member, and the nail should not be driven deeper than the head thickness. Figure 8. Grain direction in an end-nail connection; the arrows indicate grain direction in each member. The toe-nail connection is based on geometry that is shown in Figure 7. The fastener is driven at an angle of 30 degrees to End nail connection the side member and at an end distance from the side member Side member so that approximately one-third of the fastener length is in the Grain direction side member and the rest of the fastener is embedded in the main member. Toe-nail connections can be loaded in shear and withdrawal just like face-nail connections.

End-nail connections are like face-nail connections in geometry Main except that the main member is oriented so that the nail is embedded member in the end grain of the wood (Figure 8). These connections are Grain direction designed to resist only shear. They are not designed to resist with- drawal because end-grain nail withdrawal resistance is highly variable.

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|| FASTENER CORROSION RESISTANCE ||

Corrosion is one of the principle means of metal deterioration. It involves any electrochemical process that produces the unintended deterioration of metals starting at the object surface. Corrosion can be caused by exposure to marine environments, chemicals in the wood, wood acidity, elevated moisture in the wood and environment, and even contact between dissimilar metals.

mproper selection of a corrosion resistant fastener The building codes require that steel nails are hot-dip C can lead to a cosmetic failure such as wood staining galvanized to ASTM A153, Class D, which is a zinc coating that 4 or streaking. Far worse, the inappropriate fastener is an average of 1 oz/ft2 and no individual can be coated with could be a contributor to structural failure. Stainless steel less than 0.85 oz/ft2 zinc. However, certain Stanley® C ® should be the builder’s, architect’s or homeowner’s first Bostitch fasteners use alternate zinc application methods, 5 choice when specifying a fastener in a location that is prone barrier coatings or combinations of the two. Internal and third to corrosion or staining. Stainless steel provides the best party testing has confirmed that Stanley® Bostitch® resistance to corrosion over the lifespan of a structure. Steel THICKCOAT™ fasteners provide corrosion resistance fasteners can effectively be used in corrosive applications if performance equal to or greater than the ASTM A153 Class D a barrier or sacrificial coating such as zinc is used. The most fastener when exposed to moisture, salt and preservative wood common form of corrosion protection for steel fasteners is chemicals.ESR-1482 and ESR-1539 issued by ICC-ES show zinc-galvanization. The zinc coating is often nearly pure zinc that Stanley® Bostitch® THICKCOAT™ nails comply with and and can be applied through one of three processes: electro- are suitable alternatives to the nails specified in the codes. galvanization, mechanical galvanization, or hot-dip galvanization. One advantage to electro- or mechanical zinc-galvanized nails When specifying nails for metal connectors, use nails that is that they are often treated with a chromate coating to are compatible with the metal hardware, e.g., use galvanized passivate the zinc, which protects the zinc while the nails with galvanized hardware, stainless steel nails with protective stable oxides (zinc carbonates) form on the surface. stainless steel hardware, and brite nails with bare steel.

A zinc coated fastener, when exposed to a corrosive environment, can form a white substance on the surface that is referred to as white rust. White rust, which is visible zinc hydroxide compounds, can occur when fresh zinc is exposed to water. The formation of zinc hydroxide compounds inhibit development of more stable and protective zinc carbonate compounds. Light amounts of white rusting do not harm the long-term corrosion resistance. As corrosion on the fasteners progresses further, red rust can appear on the surface of the fastener. Red rust is the result of iron oxidation and is usually hydrated iron in the form of hydrous ferrous oxide. Red rust only forms on iron and steel products, so red rust on fasteners is the result of oxidation of steel impurities in the zinc coating or exposure of steel base metal. Red rust can cause staining or streaking of the surrounding wood and is an indication that the further protection of the steel fastener is being compromised.

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|| FASTENER SELECTION AND SUBSTITUTION ||

Fasteners are the critical link in the load path of a building structure. They provide structural integrity and are a major point of energy dissipation under seismic and wind loads. Diligence in fastener specification and installation will affect the building system resistance to expected design loads, such as, wind, seismic loads or the live load of a party on a deck.

n the design process, the designer, whether it is and the local building regulations provide the basis for loads the builder, architect or engineer, determines the to be considered. An engineer may have to examine several loads that the structure could potentially realize and combinations of loads following the building code guidelines to assures the proper fasteners are specified and installed. If establish the required building system resistance. The second one or more of the specified fasteners are not available, the step is to establish minimum fastener size and installation designer needs a method to identify a substitute fastener patterns that when combined with the framing and sheathing that will facilitate the designed performance of the structure. will resist the expected load.

The first step in the fastener selection process is to identify The fastener schedules are not identical for all building codes. The the loads that the structure will realize during its expected required fasteners of the 40-plus connections in a typical light- lifetime. For instance, a structure built in a hurricane prone frame structure are specific to the controlling building code. This coastline will be designed to resist high wind forces, which Guide provides fastener solutions that satisfy the IBC and IRC. is a different design problem than heavy snow loads. The geographic location, wind, seismic, and snow load maps,

Figure 9. Excerpt from the Guide, Chapter 9, Table 8, Prescriptive Wall Framing

Connection Description HurriQuake® Bostitch® Fasteners [other fasteners see pg. 38] Product Top or Sole Plate-to-Stud (7)(E) Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing Code top or sole plate-to-stud (7)(E) HQ1 3 3.5” x 0.162” RH-S16D162EP 2 L

HQ2 3 3” x 0.148” RH-S10D148EP 3 I 3.25” x 0.131” S12D131-FH G,H 3” x 0.131” S10D131-FH G,H 3.25” x 0.120” S12D-FH 4 F top or sole plate-to-stud (8)(E) 3” x 0.120” S10D-FH F

Top or Sole Plate-to-Stud (8)(T) HQ1 4 3.5” x 0.162” RH-S16D162EP 3 L

3” x 0.148” RH-S10D148EP 4 I 3.25” x 0.131” S12D131-FH G,H 3” x 0.131” S10D131-FH G,H 3.25” x 0.120” S12D-FH F 3” x 0.120” S10D-FH F 2.5” x 0.131” S8D131-FH G,H HQ2 4 2.374” x 0.113” S8D-FH 5 D,E 2” x 0.113” S6D-FH D,E 2.25” x 0.099” B,C

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Example Figure 10. Table locator specification sheet to identify the applicable table for sheathing [Fasteners for Framing Connections] A light-frame structure is typically Attribute Responses Conditions assembled with nominal 2-by materials Component Shear wall or Diaphragm that are the frame for the exterior walls, Type of sheathing OSB, Structural 1 plywood, other roof and floors and interior walls. The Sheathing thickness 3/8”, 7/16”, 15/32”, 19/32”, 23/32” framing fastener requirements are prescriptive, that is, the fasteners for Framing spacing 16” or 24” framing connections can be determined Case number (sheathing 1,2,3,4,5,6 from the framing schedule in the layout floors and roofs) applicable building code subject to the Blocking (floors and roofs) Yes or No restrictions of the tables. Framing thickness 2” or 3” Species of wood framing DF/SP or other As an example, determine the required fasteners for the stud-to-sole plate a fastener and fastener schedule when > From the design cell, scan across connection made by driving the nail either (1) a given shear load is to be the row to the left of the table to find through the plate into the stud. To find resisted or (2) the prescribed fastener the appropriate fastener and scan up the permitted fasteners, find the must be substituted. the column to the heading to find the C appropriate table in Chapter 9 (an required nail spacing. 6 excerpt is shown in Figure 9), find the Fastener Schedule to Resist a Known connection description in the table Shear Load As an example, consider that it has been (highlighted), then select the fastener Finding the fastener and installation determined that a shear wall needs that works with your tooling and schedule in the tables is accomplished to resist a shear force of 400 lbf/ft. customer requirements. by first completing the worksheet of OSB, 7/16” thickness is the sheathing Figure 10. Follow this procedure to identify that is intended to be used on framing The table illustrated in Figure 9 shows suitable alternative fasteners: spaced 24 inches on center. The framing the top plate-to-stud or sole plate-to- > Use the component and sheathing members are Douglas Fir-Larch. Find the stud connection can be made as an information to locate the correct design appropriate nails and spacing. end-nail connection with the table. commodity fasteners or HurriQuake® > Scan the design table to find the First, complete the table locator nails using quantity listed. For example, design cell(s) that meet or exceed the specification sheet. The completed two 3.5” x 0.162” nails can be used, or required shear resistance. table locator specification sheet is at the same time, three HQ1 fasteners used to find Table 20 Guide, Chapter 12 or four 3” x 0.120” nails can be used as substitutes. All of the alternatives listed for An example for a shear wall with the determined conditions below. each connection will provide perfomance that meets or exceeds the prescribed Attribute Responses Conditions connection in model building codes. Component Shear wall or Diaphragm Shear wall

Examples Type of sheathing OSB, Structural 1 plywood, other OSB [Fasteners for Roof, Wall and Floor Sheathing] Sheathing thickness 3/8”, 7/16”, 15/32”, 19/32”, 23/32” 7/16” The determination of the correct fasteners Framing spacing 16” or 24” 24 for roof, wall, and floor sheathing Case number (sheathing 1,2,3,4,5,6 NA attachment can also be done using layout floors and roofs) prescriptive tables, but some information Blocking (floors and roofs) Yes or No NA about the loads and the framing Framing thickness 2” or 3” 2” systems are needed to correctly use the tables. The examples are for selecting Species of wood framing DF/SP or other DF 9 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Fastener Selection & Substitution ]]

(Shear wall, 7/16” OSB sheathing), which Fastener Substitution for a In order to determine an equivalent is the appropriate table for this Prescribed Fastener fastener, complete the table locator component built with this specific The building codes give a fastener specification sheet as shown. sheathing and framing. The table is schedule based on a sheathing thickness been reproduced in this section for and fastener size for a specific application. The design information identifies Table convenience as Figure 11. However, job site conditions and fastener 17 in the Guide as the applicable table availability may force the choice of an for fastener alternatives. The table is The highlighted cells reference the alternate fastener or a different spacing. reproduced as Figure 12 for convenience. fastener at the largest fastener spacing The Guide can be used to”translate” the that meets the requirement. Enter the code specified prescriptive fastener to First, determine the resistance of the table at the cell that meets the required an acceptable substitute. prescriptive code fastener, which is shear resistance. Look to the left of the the cell where the prescribed Fastener table (Product code column) and find For example, if a standard floor is to be row intersects with the Unblocked the fasteners that provide the required built in compliance with the 2006 IRC Diaphragm Cases column. This design resistance (HQ1, HQ2 or I). Look up in a 100 mph wind zone and a seismic cell shows 180 lbf/ft as highlighted in the column to find the perimeter nail category D2, a permissible fastener and Figure 12. spacing (4 inch). The Product codes spacing would be 2.5” x 0.131” nail can be translated utilizing the Product at 6” edge and 12” field spacing. For Then, any fastener that provides a resistance Code letters in the tables of Bostitch® this example, the building construction equal to or greater than 180 lbf/ft can fasteners in Guide, Section 14. In this is 19/32” Plywood sheathing, 24” on be used. If the diaphragm remains case, the use of the HQ1 may be a better center joist spacing, the joists are DF-L, unblocked, HQ1, HQ2, or I (3” x 0.148”) choice because it minimizes the chance and the floor is not blocked. are substitutes at the same spacing. of splitting of the framing members. Changes in the diaphragm construction

Figure 11. Table 20 from Guide, Chapter 12 for shear walls with 7/16” OSB sheathing subject to wind and seismic loading.

Product Nail diameter Minimum fastener Allowable shear wall values, Fv (lb/ft) code (inches) length (inches) Fastener spacing at panel edges (inches) 6 4 3 2 Framing spacing: 16” o.c.

HQ1 0.113 2 1/2 310 465 620 790 HQ2 0.131 2 1/2 320 490 640 835 Framing spacing: 24” o.c. HQ1 0.113 2 1/2 265 415 530 705 HQ2 0.131 2 1/2 265 410 530 695 I 0.148 3 280 430 550 730 G,H 0.131 2 1/2 260 390 520 665 F 0.120 3 220 335 445 565 D, E 0.113 2 200 300 400 510 B, C 0.099 2 1/4 160 240 320 405 A 0.092 2 1/4 140 210 280 360 J 15 gauge 1 3/4 210 320 425 540 K 16 gauge 1 1/2 170 260 345 440

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will have an effect on the choice of Attribute Responses Conditions fastener. For example, by blocking the Component Shear wall or Diaphragm Diaphragm diaphragm, a small fastener such as an 0.092” diameter can be used at Type of sheathing OSB, Structural 1 plywood, other Other a 4”edge and 12” field spacing, and Sheathing thickness 3/8”, 7/16”, 15/32”, 19/32”, 23/32” 19/32” achieve the same design capacity. Framing spacing 16” or 24” 24 Case number (sheathing 1,2,3,4,5,6 Unblocked 2-6 layout floors and roofs) Blocking (floors and roofs) Yes or No Unblocked Framing thickness 2” or 3” 2 Species of wood framing DF/SP or other DF

Figure 12. Table 17 from Guide, Chapter 11 for diaphragms with 19/32” plywood sheathing subject to wind and seismic loading. C Fastener Blocked diaphragms Unblocked diaphragms 6 Product Nominal Minimum Framing Fastener spacing (in.) at diaphragm Fasteners spaced 6” code diameter length minimum boundaries (all cases), at continuous panel maximum at supported edges (inch) (inches) width edges parallel to load (cases 3, 4) and at all (inches) panel edges (cases 5, 6) 6 4 2.5 2 Nail spacing at other panel edges (cases 1, Case 1 Cases 2, 3, 2, 3, 4) 4, 5, 6 6 6 4 3 HQ1 0.113 2 1/2 2 310 415 620 705 280 210 HQ1 3 350 465 695 790 310 235 HQ2 0.131 2 1/2 2 365 490 740 835 330 245 HQ2 3 415 550 830 940 370 275 I 0.148 3 2 320 425 640 730 285 215 I 3 360 480 720 820 320 240 G,H 0.131 2 1/2 2 270 360 540 610 240 180 G,H 3 305 405 605 685 270 200 F 0.120 3 2 230 310 465 525 205 155 F 3 260 350 520 590 235 175 D,E 0.113 2 2 210 280 420 475 185 140 D,E 3 235 315 470 535 210 155 B,C 0.099 2 1/4 2 170 225 340 385 150 115 B,C 3 190 255 380 435 170 125 A 0.092 2 1/4 2 150 205 305 345 135 100 A 3 170 230 340 390 155 115 J 15 gauge 2 215 290 435 495 195 145 J 3 245 325 490 555 215 165 K 16 gauge 1 1/2 2 175 235 350 400 155 115 K 3 200 265 395 450 175 130

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|| SINGLE-NAIL WITHDRAWAL DESIGN ||

Withdrawal resistance depends on the specific gravity of the main member in the connection, the nominal fastener diameter, and the penetration length of the fastener into the main member of the connection. The NDS design function is the result of withdrawal testing fasteners (0.099” ≤ diameter ≤ 0.375”) from many commercial species that represent a range of specific gravities (0.31 ≤ G ≤ 0.73). Withdrawal resistance for various nails are shown in Table 3.

he HurriQuake® nails are designed for withdrawal nail of the same diameter. The HQ4 provides more than three using design functions that are different from the times the withdrawal resistance of the 8d common. The HQ1 NDS withdrawal function for nails. The HurriQuake® and HQ2 can be substituted for sheathing nails as big as 10d design functions are based on statistical analysis of test data. common (3” x 0.148”) for withdrawal applications and at the In the NDS, equation, G= specific gravity of the main same time the HurriQuake® nails will improve design capacity. member, and D is the diameter of the nail, and in the HurriQuake® equations, G is specific gravity of the main Withdrawal example member and diameter is included as a constant, 0.113” or Given: The framing is SPF (G=0.42), and the side 0.131”. The result of the NDS and HurriQuake® equations (W) member is 7/16” OSB. is the withdrawal resistance per inch of penetration in the main member for normal duration loads. What is the normal duration withdrawal resistance of an 8d common nail? W =21 lbf/” and L = 2.5”. -0.4375” = 2.06” The result of the NDS and HurriQuake® equations (W) is the 8dcom m R = 20.7 lbf/” x 2.06” = 42.6 lbf withdrawal resistance per inch of penetration in the main 8dcom member for normal duration loads. What is the normal duration withdrawal resistance of an HQ1 nail? NDS withdrawal design HQ withdrawal design WHQ1 = 52 lbf/” and Lm = 2.5” -0.4375”. = 2.06” W=1380G2.5D HQ1 and HQ3: RHQ1 = 52 lbf/” x 2.06” = 107 lbf W=1555G1. 4 .113 HQ2 and HQ4: W=1495G1. 5 .131

* The HQ3 and HQ4 are 3” long versions of the HurriQuake® nail. They may require special nailers for proper installation. The design values shall be multiplied by all applicable adjustment factors, such as load duration, wet service, toe nail, end-grain, and temperature following the NDS. Withdrawal resistance for other deformed-shank nails should not be designed with the HurriQuake® functions because they do not have the same shank characteristics. For other screw-shank or ring-shank nails, the withdrawal resistance is calculated as 110% of the NDS function based on the fastener nominal diameter.

The example shows that the HQ1 provides more than twice the withdrawal resistance of an 8d common or a ring-shank

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C 7

Table 3. Nail withdrawal values for normal duration loads, lbf/inch of penetration in the main member.

Product code Shank diameter (inch) Withdrawal resistance, W (lbf/in.) by specific gravity 0.36 0.42 0.43 0.50 0.55

HurriQuake® HQ1 0.113 42 52 54 67 76 HQ2 0.131 44 55 57 72 83 Smooth shank A,B 0.097, 0.099 10 15 16 24 30 — 0.105 11 17 18 26 33 D 0.113 12 18 19 28 35 F 0.120 13 19 20 29 37 G 0.131 14 21 22 32 41 I 0.148 16 23 25 36 46 L 0.162 17 26 27 43 50 Deformed Shank C 0.097, 0.099 11 17 18 26 33 E 0.113 13 20 21 30 38 — 0.120 14 21 22 32 41 — 0.128 15 22 24 34 44

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|| SINGLE-FASTENER CONNECTION LATERAL SHEAR DESIGN ||

The reference lateral shear design values (Z) for smooth-shank nails are determined using the single-shear yield limit equations of the NDS. The yield limit equations describe six modes of yielding in a single-shear nail connection. The values of all six equations are calculated and the lowest value of the six is the controlling yield value.

o determine the allowable shear design value, the shank nails. For this reason, it is recommended that shear Z-value is multiplied by all applicable adjustment design is done using the design functions as presented in factors, e.g., duration of load, moisture, temperature, this document when calculating Z-values for HurriQuake® end-grain, and toe-nail adjustment factors. nails. At the same time, the HurriQuake® design functions for lateral shear should not be applied to other deformed-shank Mode Im Yield in the main member nails because the result will have an unknown level of safety. Mode Is Yield in the side member 8.1 Sheathing-to-Framing Connections Mode II Yield by fastener grid rotation Design for sheathing that is part of a lateral force resisting Mode IIIm Fastener yield with a single plastic hinge system relies on the shear resistance of single-fastener within main member connections as well as the sheathing material and the framing Mode IIIs Fastener yield with a single plastic hinge specific gravity. Reference design values for smooth and within side member deformed shank nails can be calculated using the NDS yield Mode IV Fastener yield with two plastic hinges mode equations. The HurriQuake® equation format provides the designer with easy to use functions for single-fastener Input for the calculations with the yield limit equations lateral shear resistance based on the known framing and includes, nail diameter, thickness of side member, penetration sheathing. The HurriQuake® design functions are based on in main member, dowel bearing capacity of main member statistical analysis of test data. The yield mode for HurriQuake® from NDS tables, dowel bearing capacity of side member and nails with sheathing is almost always Mode IIIs. Mode I and bending yield strength of the fastener. Mode II do not occur with plywood and OSB sheathing products and typical sheathing nails. Most sheathing-to-framing connections are controlled by the Mode IIIs yield limit. Some connections with large nails and thin Design values of Table 4 or values calculated from the design side members can be controlled by Mode Is, where the strength functions of Table 5 shall be multiplied by appropriate of the side member controls the connection design. Regardless adjustment values following the NDS, which includes (ASD) of the yield limit, the reduction factor is in the range of 3.5 to 5.0. duration of load, wet service, temperature, group action, end-grain, diaphragm, and toe-nail adjustments. The HurriQuake® nail shear design values are based on test data and a reduction factor of 5.0 rather than yield limit The example shows that for the lateral capacity of the example equations. Their safety factor has been evaluated and connection, HQ1 will have lateral resistance that is 50% exceeds many nails. Shear design values for the HurriQuake® greater than the lateral resistance of the 8d common. This nails can be estimated using the yield limit equations, but the design example also shows that the smaller HQ1 can offer resulting design values will be extremely conservative. Test superior connection strength to the larger HQ2 nails in this data shows that for sheathing applications, the Hurriquake® particular connection. The HurriQuake® nails with a smaller safety factors are in the range of 9 to 12 for connections shank diameter work better here because they have a slightly designed with the yield limit equations, which is approximately larger head-to-shank area ratio than the HQ2. Analysis shows twice the factor of safety for smooth-shank and deformed- that the HQ1 and HQ2 can be substituted for the 10d common

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(3” x 0.148”) in most all shear wall and What is the single–fastener lateral Lm=2.5”-0.375”=2.125” Check the diaphragm applications with improved shear resistance (Z) for an 8d penetration to diameter ratio, 2.125” / design capacity. common for normal duration loads? 0.131” = 16.2, and 16.2 > 10, Example [Lateral resistance of Find the values for dowel bearing therefore penetration is sufficient. single-fastener connections] capacity for the main and side members Using the NDS yield limit equations, the

Given: The framing is SPF-South in the NDS, Chapter 11. For the fram- controlling resistance is Z8dcom=58.4 lbf

(G=0.36), and the sheathing is 3/8” ing material, Fem=2550 psi, and for the (Mode IIIs).

Structural 1 Plywood. plywood, Fes=4650 psi. The geometry

of the connection is L=2.5”, Ls=0.375”, and penetration in the main member

Table 4. Single-fastener shear values, Z (lbf) for typical sheathing products by wood species specific gravity.

Product code Nail diameter Side member Lateral shear resistance, Z (lbf) by main member specific gravity (thickness, material) 0.42 0.43 0.50 0.55 HQ1 0.113 3/8 plywood 93 93 98 102 HQ2 0.131 structural 1 90 92 103 112 D, E 0.113 50 51 54 56 G, H 0.131 65 66 71 73 I 0.148 78 79 85 88 HQ1 0.113 7/16 OSB 77 78 80 82 HQ2 0.131 77 78 81 84 D, E 0.113 52 53 56 58 G, H 0.131 67 68 73 75 C I 0.148 80 81 87 90 8 HQ1 0.113 15/32 plywood 90 90 91 92 HQ2 0.131 structural 1 103 103 104 104 D, E 0.113 54 54 58 60 G, H 0.131 69 70 74 77 I 0.148 82 83 88 91 HQ1 0.113 3/8 plywood 78 80 89 96 HQ2 0.131 78 80 89 96 D, E 0.113 45 46 48 49 G, H 0.131 59 59 63 65 I 0.148 71 72 76 79 HQ1 0.113 15/32 plywood 101 101 105 108 HQ2 0.131 93 93 97 100 D, E 0.113 47 47 50 51 G, H 0.131 61 61 65 67 I 0.148 72 73 78 80 HQ1 0.113 19/32 plywood 93 93 97 100 HQ2 0.131 100 100 102 103 D, E 0.113 50 51 54 55 G, H 0.131 64 65 68 70 I 0.148 76 77 81 84

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What is the single-fastener shear What is the single-fastener shear 8.2 Connections for 2-by resistance for HQ1 and HQ3 with the resistance for HQ2 and HQ4 with the Members to Members of the same framing and sheathing same framing and sheathing Same Specific Gravity combination as the previous example? combination? The nails listed in the upper portion of Table 6 have either smooth or deformed Use the equation from the evaluation Use the equation from the evaluation shanks. The lateral shear capacity of report for nail diameter 0.113” and report for nail diameter 0.131” and smooth-shank and deformed-shank side member 3/8-” Structural 1 side member 3/8-in, Structural 1 framing connections (Z) is from the 0.345 0.800 Plywood, ZHQ113=125G . Then, Plywood, ZHQ131=180G . Then, NDS yield limit equations. However, 0.345 0.800 ® ZHQ113=125(0.36) =87.9 lbf ZHQ131=180(0.36) =79.5 lbf. the HurriQuake design capacities are based on tests with HurriQuake® nails. Testing in an accredited laboratory

Table 5. Design functions for single-fastener shear connections made with HurriQuake® nails.

Sheating panel Reference lateral design value, Z (lbf) Type/grade Thickness, (inch) HurriQuake® Nail, Diameter = 0.113” Plywood structural 1/OSB 3/8 125G 0.345 7/16 95G 0.240 15/32 95G 0.062 7/8 250G 1.215 Plywood/single floor and other grades in 3/8 150G 0.750 DOC PS1 and PS2 15/32 125G 0.250 19/32 120G 0.300 HurriQuake® Nail, Diameter = 0.131” Plywood structural 1/OSB 3/8 180G 0.800 7/16 100G 0.300 15/32 105G 0.020 7/8 110G 0.200 Plywood/single floor and other grades in 3/8 150G 0.750 DOC PS1 and PS2 15/32 120G 0.300 19/32 110G 0.115 23/32 115G 0.205 a Reference lateral design values from design functions are for normal loads and must be adjusted with all applicable adjustment factors. b 0.36 ≤ G ≤0.50. If G > 0.50, use G=0.50 in calculation. c For nominal lateral design values of other configurations with sawn lumber and engineered wood products, use NDS, Section 11.3, where

sheathing specific gravity, G, and dowel-bearing strength, esF , for wood structural panels are according to NDS Table 11.3.2B, and

Fyb=100,000 psi.

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showed that many typical code- HQ1 Z = 175G1. 2 recognized fasteners have reduction HQ1 HQ2 Z = 195G1. 2 factors less than 5, while the design HQ2 ® 1. 5 values for HurriQuake nails are based HQ3 ZHQ3 = 370G on reduction factors of 5.0. 0.9 HQ4 ZHQ4 = 245G These design functions should not be used for other fasteners because the Lateral shear design values for result is valid only for HurriQuake® nail products. face-nailed connections with HurriQuake® nails can be calculated for wood or engineered wood products with other specific gravities. These design functions are for a nominal 2-by side member (actual thickness 1.5”) face-nailed to a main member that is at least a nominal 2-by and both members in the connection have the same specific gravity or equivalent specific gravity. The calculated value is for normal duration loads (lbf),

C 8

Table 6. Normal duration lateral shear capacity, Z (lbf) for two-member face-nailed 2-by lumber connections of the same specific gravity.

Fastener Connection lateral strength, Z (lbf), by specific gravity Product code Length (inch) Shank diameter 0.42 (SPF) 0.43 (Hem-Fir) 0.5 (DF-L) 0.55 (SP) (inch) L 3 1/2 0.162 120 122 141 154 M 3 1/2 0.135 88 89 103 113 I 3 1/4 0.148 100 102 118 128 I 3 0.148 100 102 118 128 G, H 3 0.131 82 84 97 106 — 3 0.128 79 80 93 101 G, H 2 1/2 0.131 62 64 74 81 HQ1 2 1/2 0.113 62 64 76 85 HQ2 2 1/2 0.131 69 71 85 95

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|| PRESCRIPTIVE FRAMING CONNECTIONS ||

Framing connections are made as Face-nail connections [F], End-nail connections [E], or Toe-nail connections [T]. The geometries of the three types of connections are discussed in Chapter 4 of this Guide.

ingle fastener connections are calculated by using the HurriQuake® nails have lateral shear design functions that are a NDS yield limit equations assuming that the connection discussed in Chapter 8 of this Guide. The HurriQuake® functions is a face-nail connection. Then, end-nail connections and are used where the main and side members of the connection toe-nail connections are calculated using the face-nail connection have the same specific gravity and the side member is assumed design value that is adjusted for the end-nail or toe-nail geometry. to be 1-1/2” thick. The HurriQuake® design functions cannot be For toe-nail connections the adjustment is for shear or withdrawal used to design connections with commodity nails. depending on the planned loading. End-nail connections are adjusted only for shear because withdrawal resistance cannot be For this Guide, framing connections are divided into Floor, assigned to end-nail connections. Wall, and Roof and Ceiling Connections. Each entry in the tables includes a description of the connection. The parenthetical Framing connections can be made with either smooth-shank nails number, e.g., (1), (2), (3), etc., corresponds to the number in the or deformed-shank nails. If the connections are being calculated, IBC Fastening Schedule. The type of connection, e.g., face-nail, the same NDS yield limit equations are used for smooth-shank toe-nail, or end-nail, is shown in brackets [F, T, or E]. The tables nails and deformed shank nails. Allowable lateral shear design show the number of HurriQuake® nails and other nails that will values cannot be increased for generic deformed-shank nails. The produce performance equivalent to that of the codes.

vjoist-to-band joist (29)(E) Table 7. Prescriptive floor framing connections

Connection Description HurriQuake® Commonly Available Bostitch® Fasteners [other fasteners see pg. 38] Product Joist-to-band joist (29)[E] Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing Code HQ1 4 3.5 x 0.162 RH-S16D162EP 3 L HQ2 4 3 x 0.148 RH-S10D148EP 5 I 3.25 x 0.131 S12D131-FH G.H 3 x 0.131 S10D131-FH G,H 3.25 x 0.120 S12D-FH 6 F 3 x 0.120 S12D-FH F ledger strip (30)(F) Ledger strip (30)[F] HQ1 4 3.5 x 0.162 RH-S16D162EP 3 L 3 x 0.148 RH-S10D148EP 4 I 3.25 x 0.131 S12D131-FH G.H 3 x 0.131 S10D131-FH G,H HQ2 4 3.25 x 0.120 S12D-FH 4 F 3 x 0.120 S12D-FH F

Joist-to-silljoist-to-sill or girder or(1)(T) girder (1)[T] HQ1 3 2.5 x 0.131 S8D131-FH 3 G,H 3 x 0.148 RH-S1D0148EP I 3.25 x 0.131 S12D131-FH G,H HQ2 3 3 x 0.131 S10D131-FH 4 G,H 3.25 x 0.120 S12D-FH F 3 x 0.120 S10D-FH F

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Table 7. [continued]

blocking (joist or rafter) to-top plater (13)(T) Connection Description HurriQuake® Commonly Available Bostitch® Fasteners [other fasteners see pg. 38] Product Blocking (joist or rafter) to top plate Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing Code (13)[T] HQ1 3 2.5 x 0.131 S8D131-FH 3 G 3 x 0.148 RH-S10D148EP I 3.25 x 0.131 S12D131-FH G,H HQ2 3 3 x 0.131 S10D131-FH 4 G,H bridging to joist (2)(T) 3.25 x 0.120 S12D-FH F 3 x 0.120 S10D-FH F Bridging-to-joist (2)[T](fasteners at HQ1 2 2.5 x 0.131 S8D131-FH 2 G,H each end) 3.25 x 0.120 S12D-FH 3 F 3 x 0.120 S10D-FH F 2.375 x 0.113 S8D-FH E,D HQ2 2 2 x 0.113 S6D-FH 4 E,D

rim joist-to-top plate (14)(T)

Rim joist-to-top plate (14)[T] HQ1 6 in oc 2.5 x 0.113 S8D-FH 6 in oc E,D 3.5 x 0.162 RH-S16D162EP 8 in oc — 3 x 0.148 RH-S10D148EP 6 in oc I 3.25 x 0.131 S12D131-FH G,H 3 x 0.131 S10D131-FH G,H 3.25 x 0.120 S12D-FH F 3 x 0.120 S10D-FH 4 in oc F 2.375 x 0.113 S8D-FH 6 in oc E,D HQ2 6 in oc 2 x 0.113 S6DFH 3 in oc E,D C 2.25 x 0.099 B,C 9

Built-up girders and beams, 2” HQ1 — 3.5 x 0.162 RH-S16D162EP 3, 24 in oc L built-up girders and beams layers (IRC)[F] 3 x 0.148 RH-S10D148EP I 3.25 x 0.131 S12D131-FH G,H sole plate-to-joist or blocking (6)(F) 3 x 0.131 S10D131-FH G,H

3.25 x 0.120 S12D-FH 3, 16 in oc F 3 x 0.120 S10D-FH F HQ2 — 2.5 x 0.131 S8D131-FH 4, 16 in oc G,H

Sole plate-to-joist or blocking (6)[F] HQ1 1, 12 in oc 3.5 x 0.162 RH-S16D162EP 1, 16 in oc L HQ2 1, 16 in oc 3 x 0.131 S10D131-FH 1, 8 in oc G,H 3.5 x 0.135 RH-S16D135EP 1, 16 in oc M

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Table 8. Prescriptive wall framing connections

Connection Description HurriQuake® Commonly Available Bostitch® Fasteners [other fasteners see pg. 38] Product

Toptop or or sole platesole-to-stud (7)(E)plate-to-stud (7)[E] Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing Code HQ1 3 3.5 x 0.162 RH-S16D162EP 2 L

HQ2 3 3 x 0.148 RH-S10D148EP 3 I 3.25 x 0.131 S12D131-FH G,H 3 x 0.131 S10D131-FH G,H 3.25 x 0.120 S12D-FH 4 F top or sole plate-to-stud (8)(E) 3 x 0.120 S10D-FH F Top or sole plate-to-stud (8)[T] HQ1 4 3.5 x 0.162 RH-S16D62EP 3 L 3 x 0.148 RH-S10D148EP 4 I 3.25 x 0.131 S12D131-FH G,H 3 x 0.131 S10D131-FH G,H 3.25x 0.120 S12D-FH F 3 x 0.120 S10D-FH F 2.5 x 0.131 S8D131-FH G,H HQ2 4 2.375 x 0.113 S8D-FH 5 D,E 2 x 0.113 S6D-FH D,E top plate laps and intersections (13)(F) 2.25 x 0.099 B,C Top plate laps and intersections (13) HQ1 3 3.5 x 0.162 RH-S16D162EP 2 each side L [F] HQ2 3 3 x 0.148 RH-S10D148EP 3 each side I 3.25 x 0.131 S12D131-FH G,H 3 x 0.131 S10D131-FH G,H 3.25 x 0.120 S12D-FH F 3 x 0.120 S10D-FH F

Doubledbouble top platetop slices (10)(F) plate splices (10)[F] HQ1 10 3.5 x 0.162 RH-S16D162EP 8 L HQ2 10 3 x 0.131 S10D131-FH 12 G,H 3.5 x 0.135 RH-S16D135EP 8 M

sole plateSole-to-joist blocking plate-to-joist at braced walls (6)(F) or blocking at HQ1 4 3.5 x 0.135 RH-S16D135EP 3 per 16” M braced walls (6)[F] 3.5 x 0.162 RH-S16D162EP 2 per 16” L HQ2 4 3 x 0.148 S12D131-FH 3 per 16” I 3.25 x 0.131 S12D131-FH G,H 3 x 0.131 S10D131-FH 4 per 16” G,H 3.25 x 0.120 S12D-FH F 3 x 0.120 S10D-FH F

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Table 8. [continued]

sole plate-to-joist blocking at braced walls (6)(F)

Connection Description HurriQuake® Commonly Available Bostitch® Fasteners [other fasteners see pg. 38] Product Sole plate-to-joist or blocking (6)[F] Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing Code HQ1 1, 12 in oc 3.5 x 0.162 RH-S16D162EP 16 in oc L HQ2 1, 16 in oc 3 x 0.148 RH-S10D148EP 8 in oc I 3.25 x 0.131 S12D131-FH G,H 3 x 0.131 S10D131-FH G,H 3.25 x 0.120 S12D-FH F 3 x 0.120 S10D-FH F

double studs (9)(F) Double top plates (10)[F] HQ1 1, 12 in oc 3 x 0.148 RH-S10D148EP 16 in oc I dbouble top plate (10)(F) 3.5 x 0.162 RH-S16D162EP L HQ2 1, 12 in oc 3.25 x 0.131 S12D131-FH 12 in oc G,H 3 x 0.131 S10D131-FH G,H 3.25 x 0.120 S12D-FH F 3 x 0.120 S10D-FH F

Double studs (9)[F] HQ1 1, 8 in oc 3 x 0.148 RH-S10D148EP 12 in oc I 3.5 x 0.162 RH-S16D162EP L built-up corner studs (23)(F) HQ2 1, 8 in oc 3.25 x 0.131 S12D131-FH 8 in oc G,H 3 x 0.131 S10D131-FH G,H C 3.25 x 0.120 S12D-FH F 9 3 x 0.120 S10D-FH F

Built-up corner studs (23)[F] HQ1 1, 24 in oc 3.5 x 0.162 RH-S16D162EP 24 in oc L 3 x 0.148 RH-S10D148EP 16 in oc I 3.25 x 0.131 S12D131-FH G,H 3 x 0.131 S10D131-FH G,H HQ2 1, 24 in oc 3.25 x 0.120 S12D-FH 12 in oc F 3 x 0.120 S10D-FH F

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Table 9. Prescriptive roof and ceiling framing connections

Connection Description HurriQuake® Commonly Available Bostitch® Fasteners [other fasteners see pg. 38] Product ceiling joist-to-plate (15)(T) Ceiling joist-to-plate (15)[T] Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing Code HQ1 5 3.5 x 0.162 RH-S16D162EP 3 L 3 x 0.148 RH-S10D148EP 4 I HQ2 4 3.25 x 0.131 S12D131-FH 5 G,H 3 x 0.131 S10D131-FH G,H 3.25 x 0.120 S12D-FH F 3 x 0.120 S10D-FH F 2.375 x 0.113 S8D-FH D,E ceiling joist laps over partition (17)(F) Ceiling joist laps over partition (17)[F] HQ1 4 3.5 x 0.162 RH-S16D162EP 3 L HQ2 4 3 x 0.148 RH-S10D148EP 4 I 3.25 x 0.131 S12D131-FH G,H 3 x 0.131 S10D131-FH G,H 3.25 x 0.120 S12D-FH F 3 x 0.120 S10D-FH F

ceiling joist to parallel rafter (18)(F)

Ceiling joist-to-parallel rafter (18)[F] HQ1 4 3.5 x 0.162 RH-S16D162EP 3 L HQ2 4 3 x 0.148 RH-S10D148EP 4 I 3.25 x 0.131 S12D131-FH G,H 3 x 0.131 S10D131-FH G,H 3.25 x 0.120 S12D-FH F 3 x 0.120 S10D-FH F

collar tie-to-rafter(26)(F) (18)(F)

Collar tie-to-rafter (26)[F] HQ1 4 3.5 x 0.162 RH-S16D162EP 3 L 3 x 0.148 RH-S10D148EP I HQ2 4 3.25 x 0.131 S12D131-FH 4 G,H 3 x 0.131 S10D131-FH G,H 3.25 x 0.120 S12D-FH F 3 x 0.120 S10D-FH F

jack rafter-to-hip (28)(T) Jack rafter-to-hip (28)[T] HQ1 4 3 x 0.148 RH-S10D148EP 3 I 3.5 x 0.162 RH-S16D162EP L HQ2 4 3.25 x 0.131 S12D131-FH 4 G,H 3 x 0.131 S10D131-FH G,H 3.25 x 0.120 S12D-FH F 3 x 0.120 S10D-FH F

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jack rafter-to-hip (28)(F)Table 9. [continued]

Connection Description HurriQuake® Commonly Available Bostitch® Fasteners [other fasteners see pg. 38] Product Jack rafter-to-hip (28)[F] Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing Code HQ1 3 3.5 x 0.162 RH-S16D162EP 2 L HQ2 3 3 x 0.148 RH-S10D148EP 3 I 3.25 x 0.131 S12D131-FH G,H 3 x 0.131 S10D131-FH G,H

3.25 x 0.120 S12D-FH 4 F 3 x 0.120 S10D-FH F roof rafter-to-plate (19)(T)

Roof rafter-to-plate (19)[T] HQ1 3 2.5 x 0.131 S8D131-FH 3 G 3.5 x 0.162 RH-S16D162EP L 3 x 0.148 RH-S10D148EP I 3.25 x 0.131 S12D131-FH G,H 3 x 0.131 S10D131-FH G,H

HQ2 3 3.25 x 0.120 S12D-FH 4 F 3 x 0.120 S10D-FH F 2.375 x 0.113 S8D-FH 5 D,E 2 x 0.113 S6D-FH D,E 2.25 x 0.099 6 B,C roof rafter-to-2x ridge (28)(T)

Roof rafter-to-2x ridge (28)[T] HQ1 3 3.5 x 0.162 RH-S16D162EP 2 L HQ2 3 3 x 0.148 RH-S10D148EP 3 I 3.25 x 0.131 S12D131-FH G,H 3 x 0.131 S10D131-FH G,H C 3.25 x 0.120 S12D-FH 4 F 9 3 x 0.120 S10D-FH F

roof rafter-to-2x ridge (28)(F)

Roof rafter-to-2x ridge (28)[F] HQ1 3 3.5 x 0.162 RH-S16D162EP 2 L 3 x 0.148 RH-S10D148EP 3 I 3.25 x 0.131 S12D131-FH G,H 3 x 0.131 S10D131-FH G,H HQ2 3 3.25 x 0.120 S12D-FH 4 F 3 x 0.120 S10D-FH F

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|| FASTENING METAL HARDWARE ||

Metal connector nails (MCN nails) are generally used with prefabricated, cold-formed steel connection hardware in light-frame wood construction. Pneumatic nailing of the metal connectors has become the preferred method of installation due to the speed and ease of installation as compared to hand nailing.

he appropriate nail for the steel connector is Each size of MCN nail is available as bright or galvanized and determined by the connector manufacturer and it the nails are available in heat-treated steel or non-heat-treated is up to the builder, engineer or architect to ensure steel. The same design values for shear and withdrawal an acceptable fastener is used in the application. The overall resistance are assigned to heat treated and non-heat treated strength and stiffness of the connector typically relies on the nails but the heat-treated nails can penetrate the steel plate fastener so it is essential the correct fastener is used. if the hole in the connector is missed during application. The galvanized MCN nails are mechanically galvanized with a zinc The first step to determining the correct fastener for a specific coating of 1 oz/ft2, which meets the specifications in ASTM use is to consult the metal hardware manufacturer’s literature B695, Class 55 and is equivalent to the zinc level of ASTM for the specific connector and determine the fastener A153, Class D as shown in ESR-1482. Compliance of Stan- specification in terms of diameter and length. Often, fasteners for ley® Bostitch® MCN nails with the IBC and IRC is recognized metal connectors are shorter than nails used for other framing in ICC-ES evaluation report ESR-2122. connections, but the length depends upon the specific connectors. Careful review of the table notes is necessary. If in Design Values doubt, contact the connector manufacturer prior to installation. The withdrawal and lateral design values of the MCN nails are calculated using the formulas of the NDS. Metal plate The Stanley® Bostitch® MCN nails are offered in five nail sizes: connector nails have minimum bending yield strength (Fyb) > 0.131” by 1-1/2” in compliance with ASTM F1667 for low and medium carbon > 0.131” by 2-1/2” steel nails, which are100,000 psi for the 0.131”-diameter > 0.148” by 1-1/2” nails and 90,000 psi for the 0.148”and 0.162” nails. If the > 0.148” by 2-1/2” MCN nails are heat-treated, then the actual Fyb values are > 0.162” by 2-1/2” increased but the same basic Fyb has been used in the calculation of connection capacity. Due to the critical nature of the MCN fasteners applications, a raised identification symbol is applied to Stanley® Bostitch® In general, the shear designs of thinner metal side members nail heads during manufacturing (Figure 13). The head marking (No. 10 to No. 20 gauge) are governed by the Mode IIIs yield facilitates inspection and verification of size after installation. mode, while the thicker side members (No. 3 gauge and No. 7 gauge) are controlled by Mode IV. Table 10 gives typical Figure 13. Illustration of the MCN nail head identification marking. design values for MCN fasteners, wood and metal plate combinations based on the NDS yield limit equations.

B1 B2 B3 B4 B5

0.131” x 1-1/2” 0.131” x 2-1/2” 0.148” x 1-1/2” 0.148” x 2-1/2” 0.162” x 2-1/2”

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Table 10. Reference lateral design values Z (lbf), for Stanley® Bostitch® MCN nails used in steel-to-wood connections for typical wood specific gravities.

Head Identification Product Code Nail size (inches) Shear design value 1,2,3 Z (lbf) Species group of main member (specific gravity4) Southern Pine (0.55) Douglas Fir-Larch (0.50) Spruce-Pine-Fir (0.42) ASTM A653-SS Designation, Grade 33, No. 16-gauge side plates B1, B2 MCN1, MCN2 0.131 × 1-1/2 (or 2-1/2) 103 96 82 B3, B4 MCN3, MCN4 0.148 × 1-1/2 (or 2-1/2) 122 113 97 B5 MCN5 0.162 × 2-1/2 149 137 118 ASTM A653-SS Designation, Grade 33, No. 18-gauge side pate B1, B2 MCN1, MCN2 0.131 × 1-1/2 (or 2-1/2) 102 95 82 B3, B4 MCN3, MCN4 0.148 × 1-1/2 (or 2-1/2) 121 112 97 B5 MCN5 0.162 × 2-1/2 148 137 118 ASTM A653-SS Designation, Grade 33, No. 10-gauge side plate B1, B2 MCN1, MCN2 0.131 × 1-1/2 (or 2-1/2) 126 117 102 B3, B4 MCN3, MCN4 0.148 × 1-1/2 (or 2-1/2) 149 138 120 B5 MCN5 0.162 × 2-1/2 172 160 139 ASTM A653-SS Designation, Grade 33, No. 20-gauge side plate B1, B2 MCN1, MCN2 0.131 × 1-1/2 (or 2-1/2) 102 94 81 B3, B4 MCN3, MCN4 0.148 × 1-1/2 (or 2-1/2) 123 114 98 B5 MCN5 0.162 × 2-1/2 148 136 117 ASTM A1011-SS Designation, Grade 33, No. 3-gauge and No. 7-gauge side plates B1, B2 MCN1, MCN2 0.131 × 1-1/2 (or 2-1/2) 144 133 114 B3, B4 MCN3, MCN4 0.148 × 1-1/2 (or 2-1/2) 175 161 138 B5 MCN5 0.162 × 2-1/2 204 188 165 ASTM A36, No.3-gauge side plate B1, B2 MCN1, MCN2 0.131 × 1-1/2 (or 2-1/2) 146 134 114 B3, B4 MCN3, MCN4 0.148 × 1-1/2 (or 2-1/2) 176 162 138 C B5 MCN5 0.162 × 2-1/2 211 194 170 1 1Lateral design values are for normal loads and must be multiplied by all applicable adjustment factors in the applicable code. 0 2Lateral design values are based on: Fyb = 100,000 psi (689 MPa) for 0.0131-inch (3.4 mm) diameter nails; Fyb = 90,000 psi (620 MPa) for 0.148-inch (3.8 mm) diameter nails and 0.162-inch (4.1 mm) diameter nails.

3Base metal thickness for No. 3 gauge is 0.2391 inch (6.07 mm); base metal thickness for No. 7 gauge is 0.1793 inch (4.55 mm); base metal thickness for No. 10 gauge is 0.1345 inch (3.42 mm); base metal thickness for No. 12-gauge is 0.1046 inch (2.66 mm); base metal thickenss for No.16 gauge is 0.0540 inch (1.37 mm); base metal thickness for No. 18-gauge is 0.0480 inch (1.22 mm); base metal thickness for No. 20 gauge is 0.0358 inch (0.91 mm); dowel bearing capacity (Fes) for ASTM A653, SS designation, Grade 33 (No. 10 and No. 20 gauge) is 61,850 psi (426 MPa); dowel bearing strength for ASTM A570, Grade 33, No. 3 gauge is 78,000 psi (537 MPa), dowel bearing capacity for ASTM A1011, Grade 33 No. 7 gauge is 71,500 psi (493 MPa); dowel bearing ca- pacity of ASTM A36, No. 3 gauge is 87,000 psi (599 MPa). Capacities of other configurations maybe determined with appropriate engineering calculation using NDS®, Section 11.

4Actual specific gravity of sawn lumber or equivalent specific gravity for structural composite lumber as determined by ASTM D 5456.

25 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com || DIAPHRAGM DESIGN ||

Diaphragms are flat or pitched assemblies that are part of the lateral force resisting system in the building. The most recognizable diaphragms are the roof, whether flat or gable, and the floors.

2.99 he most recognizable diaphragms are the roof, calculated for the HQ1 nail as en = (vn/400) and for 2.50 whether flat or gable, and the floors. The published the HQ2 nails, en = (vn/600) where vn=shear load (lbf) building code diaphragm design values are based per fastener. on work by the APA-The Engineered Wood Association. Unit shear values for wind and seismic forces are calculated using Diaphragm Construction Details a numerical model that relies on the lateral shear design 1. Plywood rated sheathing includes C-D, and C-C Exterior values of single-fastener connections and incorporates Sheathing and other panel grades covered by PS1 or PS2. important construction details such as framing spacing, 2. Nails with”T”, brad, or casing heads are not permitted for perimeter fastening schedule, sheathing panel grade, and sheathing attachment. When framing spacing is 24” failure due to sheathing buckling. The model employs o.c., field fasteners shall be spaced a maximum of 12” coefficients derived from test data and the model was validated o.c. and 6” o.c. when the framing is spaced 48” o.c. by full-scale tests. The HurriQuake® diaphragm design values 3. Where the nails with shank diameter ≥ 0.148”, penetration are based on a similar general model that uses the single- ≥ 1-5/8”, and spacing ≤ 3” o.c., framing shall be at least fastener connection capacity and is calibrated to the building 3” nominal at the panel edges and nails shall be staggered. code model. Unit shear design values are given in Tables 11 4. Where the nails are spaced ≤ 2-1/2” o.c., framing members to 18 for sheathing materials based on thickness and grade. at adjoining panel edges shall be at least 3” nominal thickness. 5. Staples shall be installed with the crown parallel to the Diaphragm Design and Construction Details long dimension of the framing lumber. Diaphragm design values are for: 6. Plywood with thickness ≤1-1/8” is permitted with fastener < Wind or seismic loadings penetration ≥ 10d, where d = fastener nominal diameter. < Douglas-fir (G=0.50) or Southern Pine (G=0.55) framing < Framing spacing is 24” o.c. unless otherwise stated Diaphragm Design Cases < Wood structural panels are attached to and in contact with Diaphragm design is based on framing and panel layout relative the framing. to the load direction. Appropriate use of the design tables relies on construction following the layout configurations as Diaphragm Design Adjustments described by”Blocked” and”Unblocked” Cases 1 to 6. 1. All requirements of the applicable building code pertaining A”Blocked Diaphragm” has all sheathing edges supported by to diaphragm design and construction shall be met. framing or blocking. An”Unblocked Diaphragm” has no blocking, 2. The tabulated values are for short-term loads and should be which means that two edges of the panel are not fully reduced for normal duration of load by 40 percent based on supported. Unblocked diaphragms have lower shear resistance the duration of load factor of 1.6 and a diaphragm nailing then blocked diaphragms. Cases 1 to 4 have panel joints that factor of 1.1. are staggered in one direction, while Cases 5 and 6 have panel 3. Adjustment for lumber specific gravity: Allowable shear joints that are aligned in both directions. Figure 14 (a to f) values for diaphragms shall be adjusted for lumber illustrates the framing--load direction--panel layout configurations specific gravity – when 0.42≤G<0.5, then multiply by of Cases 1 to 6. Unit shear resistance values are given in Tables 0.82, if G<0.42, then multiply by 0.65. 7 to 14 for different sheathing materials. 4. When negative pressure is a design consideration, fastener spacing shall be considered. 5. Design values are for framing spacing up to 24 o.c.

6. Nail slip (en) used in the diaphragm deflection equation is

26 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com Load Load Load CASE 1 Framing CASE 2 Blocking if used CASE 3

Diaphragm boundary Continuous panel joints

Load Load Framing Load [[CASE 4Diaphragm CASEDesign 5 ]] CASEFasteners: 6 Framing A Complete Guide

Blocking Continuous panel joints Continuous panel joints Continuous panel joints Blocking

Figure 14. Sheathing and framing layouts for the six diaphragm cases.

C 1 Diaphragm design cases: (a) Case 1 -- Load direction parallel to framing; panel strength axis per perpendicular to load and 1 panel joints staggered relative to load direction and aligned in normal direction; (b) Case 2 -- Load direction perpendicular to framing; panel strength axis parallel to load direction and panel joints are staggered relative to load direction and aligned in normal direction; (c) Case 3 -- Load direction perpendicular to framing; panel strength axis parallel to load direction and panel joints aligned with load direction and staggered in normal direction; (d) Case 4 -- Load direction and framing parallel; panel strength axis perpendicular to load direction panel joints aligned with load direction and staggered in normal direction; (e) Case 5 -- Load direction and framing parallel; panel strength axis perpendicular to load direction and panel joints aligned in both directions; (f) Case 6 -- Load direction perpendicular to framing; panel strength axis parallel to load direction and panel joints aligned in both directions.

27 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com Table 11. Diaphragm unit shear allowable design values for wind and seismic. Sheathing: 3/8” structural 1 plywood.

Fastener Blocked diaphragms Unblocked diaphragms Product Nominal Minimum Framing Fastener spacing (“) at diaphragm boundar- Fasteners spaced 6” code diameter length minimum ies (all cases), at continuous panel edges maximum at supported edges (inches) (inches) width parallel to load (cases 3, 4) and at all panel (inches) edges (cases 5, 6) 6 4 2.5 2 Nail spacing at other panel edges (cases 1, Case 1 Cases 2, 3, 2, 3, 4) 4, 5, 6 6 6 4 3 HQ1 0.113 2 1/2 2 305 405 605 685 270 200 HQ1 3 340 455 680 770 305 230 HQ2 0.131 2 1/2 2 310 415 625 705 280 210 HQ2 3 350 465 700 790 310 235 G,H 0.131 2 1/2 2 270 360 530 600 240 180 G,H 3 300 400 600 675 265 200 F 0.120 3 2 230 305 455 515 200 150 F 3 255 340 510 580 225 170 D,E 0.113 2 2 205 275 410 465 180 135 D,E 3 230 305 460 520 205 155 B,C 0.099 2 1/4 2 165 215 325 370 145 110 B,C 3 185 245 365 415 160 120 A 0.092 2 1/4 2 145 190 290 325 130 95 A 3 160 215 325 365 145 110 J 15 gauge 1 3/4 2 220 290 435 495 195 145 J 3 245 325 490 555 215 165 K 16 gauge 1 1/2 2 175 235 350 400 155 115 K 3 200 265 395 450 175 130

Table 12. Diaphragm unit shear allowable design values for wind and seismic. Sheathing: 7/16” Structural 1 plywood or OSB.

Fastener Blocked diaphragms Unblocked diaphragms Product Nominal Minimum Framing Fastener spacing (“) at diaphragm boundaries Fasteners spaced 6” code diameter length minimum (all cases), at continuous panel edges parallel maximum at supported edges (inches) (inches) width to load (cases 3, 4) and at all panel edges (inches) (cases 5, 6) 6 4 2.5 2 Nail spacing at other panel edges (cases 1, Case 1 Cases 2, 3, 2, 3, 4) 4, 5, 6 6 6 4 3 HQ1 0.113 2 1/2 2 285 380 565 640 255 190 HQ1 3 320 425 635 720 285 215 HQ2 0.131 2 1/2 2 285 385 570 645 260 195 HQ2 3 320 430 340 725 290 215

28 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Diaphragm Design ]] Fasteners: A Complete Guide

Table 13. Diaphragm unit shear allowable design values for wind and seismic. Sheathing: 15/32” Structural 1 plywood or OSB.

Fastener Blocked diaphragms Unblocked diaphragms Product Nominal Minimum Framing Fastener spacing (“) at diaphragm boundaries Fasteners spaced 6” code diameter length minimum (all cases), at continuous panel edges maximum at supported edges (inches) (inches) width parallel to load (cases 3, 4) and at all panel (inches) edges (cases 5, 6) 6 4 2.5 2 Nail spacing at other panel edges (cases 1, Case 1 Cases 2, 3, 2, 3, 4) 4, 5, 6 6 6 4 3 HQ1 0.113 2 1/2 2 305 405 605 685 270 200 HQ1 3 340 455 680 770 305 230 HQ2 0.131 2 1/2 2 310 415 625 705 280 210 HQ2 3 350 465 700 790 310 235 I 0.148 3 2 320 425 640 730 285 215 I 3 360 480 720 820 320 240 G,H 0.131 2 1/2 2 270 360 530 600 240 180 G,H 3 300 400 600 675 265 200 F 0.120 3 2 230 305 455 515 200 150 F 3 255 340 510 580 225 170 D,E 0.113 2 2 205 275 410 465 180 135 D,E 3 230 305 460 520 205 155 B,C 0.099 2 1/4 2 165 215 325 370 145 110 B,C 3 185 245 365 415 160 120 A 0.092 2 1/4 2 145 190 290 325 130 95 A 3 160 215 325 365 145 110 J 15 gauge 1 3/4 2 215 290 435 495 195 145 J 3 245 325 490 555 215 165 K 16 gauge 1 1/2 2 175 235 350 400 155 115 K 3 200 265 395 450 175 130

Table 14. Diaphragm unit shear allowable design values for wind and seismic. Sheathing: 7/8” Structural 1 plywood or OSB.

Fastener Blocked diaphragms Unblocked diaphragms C Product Nominal Minimum Framing Fastener spacing (“) at diaphragm boundaries Fasteners spaced 6” code diameter length minimum (all cases), at continuous panel edges maximum at supported edges 1 (inches) (inches) width parallel to load (cases 3, 4) and at all panel 1 (inches) edges (cases 5, 6) 6 4 2.5 2 Nail spacing at other panel edges (cases 1, Case 1 Cases 2, 3, 2, 3, 4) 4, 5, 6 6 6 4 3 HQ1 0.113 2 1/2 2 400 535 800 905 360 270 HQ1 3 450 600 900 1020 300 200 HQ2 0.131 2 1/2 2 405 545 815 820 365 275 HQ2 3 460 610 915 1035 410 305

29 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com Table 15. Diaphragm unit shear allowable design values for wind and seismic. Sheathing: 3/8” plywood rated sheathing.

Fastener Blocked diaphragms Unblocked diaphragms Product Nominal Minimum Framing Fastener spacing (“) at diaphragm boundaries (all Fasteners spaced 6” code diameter length minimum cases), at continuous panel edges parallel to load maximum at supported edges (inches) (inches) width (cases 3, 4) and at all panel edges (cases 5, 6) (inches) 6 4 2.5 2 Nail spacing at other panel edges (cases 1, 2, 3, 4) Case 1 Cases 2, 3, 6 6 4 3 4, 5, 6 HQ1 0.113 2 1/2 2 240 320 480 545 215 160 HQ1 3 270 360 540 610 240 180 HQ2 0.131 2 1/2 2 245 330 500 565 220 165 HQ2 3 280 370 560 565 220 165 G,H 0.131 2 1/2 2 240 320 480 545 215 160 G,H 3 270 360 540 610 240 180 F 0.120 3 2 210 280 420 475 185 140 F 3 235 315 470 530 210 155 D,E 0.113 2 2 185 250 375 425 165 125 D,E 3 210 280 420 475 185 140 B,C 0.099 2 1/4 2 145 195 295 335 130 100 B,C 3 165 220 330 375 145 110 A 0.092 2 1/4 2 130 170 260 290 115 85 A 3 145 195 290 330 125 95 J 15 gauge 2 195 260 390 445 175 130 J 3 220 295 440 495 195 145 K 16 gauge 1 1/2 2 160 210 315 360 140 105 K 3 180 235 355 400 160 120

Table 16. Diaphragm unit shear allowable design values for wind and seismic. Sheathing: 15/32” plywood rated sheathing.

Fastener Blocked diaphragms Unblocked diaphragms Product Nominal Minimum Framing Fastener spacing (“) at diaphragm boundaries (all Fasteners spaced 6” code diameter length minimum cases), at continuous panel edges parallel to load maximum at supported edges (inches) (inches) width (cases 3, 4) and at all panel edges (cases 5, 6) (inches) 6 4 2.5 2 Nail spacing at other panel edges (cases 1, 2, 3, 4) Case 1 Cases 2, 3, 6 6 4 3 4, 5, 6 HQ1 0.113 2 1/2 2 275 365 454 620 245 185 HQ1 3 310 410 615 695 275 205 HQ2 0.131 2 1/2 2 300 400 600 680 270 200 HQ2 3 340 450 675 765 300 225 I 0.148 3 2 290 385 575 655 255 190 I 3 325 430 650 735 290 215 G,H 0.131 2 1/2 2 265 355 535 605 235 180 G,H 3 300 400 600 680 265 200 F 0.120 3 2 230 305 455 515 200 150 F 3 255 340 510 580 225 170 D,E 0.113 2 2 205 275 410 465 180 135 D,E 3 230 305 460 520 205 155 B,C 0.099 2 1/4 2 165 215 325 370 145 110 B,C 3 185 245 365 415 160 120 A 0.092 2 1/4 2 145 190 290 325 130 85 A 3 160 215 315 365 145 95 J 15 gauge 2 195 260 390 445 175 130 J 3 220 295 440 500 195 145 K 16 gauge 1 1/2 2 160 210 315 360 140 105 K 3 180 235 355 400 160 120 30 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Diaphragm Design ]] Fasteners: A Complete Guide

Table 17. Diaphragm unit shear allowable design values for wind and seismic. Sheathing: 19/32” plywood rated sheathing.

Fastener Blocked diaphragms Unblocked diaphragms Product Nominal Minimum Framing Fastener spacing (“) at diaphragm boundaries (all Fasteners spaced 6” code diameter length minimum cases), at continuous panel edges parallel to load maximum at supported edges (inches) (inches) width (cases 3, 4) and at all panel edges (cases 5, 6) (inches) 6 4 2.5 2 Nail spacing at other panel edges (cases 1, 2, 3, 4) Case 1 Cases 2, 3, 6 6 4 3 4, 5, 6 HQ1 0.113 2 1/2 2 310 415 620 705 280 210 HQ1 3 350 465 695 790 310 235 HQ2 0.131 2 1/2 2 365 490 740 835 330 245 HQ2 3 415 550 830 940 370 275 I 0.148 3 2 320 425 640 730 285 215 I 3 360 480 720 820 320 240 G,H 0.131 2 1/2 2 270 360 540 610 240 180 G,H 3 305 405 605 685 270 200 F 0.120 3 2 230 310 465 525 205 155 F 3 260 350 520 590 235 175 D,E 0.113 2 2 210 280 420 475 185 140 D,E 3 235 315 470 535 210 155 B,C 0.099 2 1/4 2 170 225 340 385 150 115 B,C 3 190 255 380 435 170 125 A 0.092 2 1/4 2 150 205 305 345 135 100 A 3 170 230 340 390 155 115 J 15 gauge 2 215 290 435 495 195 145 J 3 245 325 490 555 215 165 K 16 gauge 1 1/2 2 175 235 350 400 155 115 K 3 200 265 395 450 175 130

Table 18. Diaphragm unit shear allowable design values for wind and seismic. Sheathing: 23/32” Structural 1 plywood or OSB.

Fastener Blocked diaphragms Unblocked diaphragms C Product Nominal Minimum Framing Fastener spacing (“) at diaphragm boundar- Fasteners spaced 6” 1 code diameter length minimum ies (all cases), at continuous panel edges maximum at supported edges (inches) (inches) width parallel to load (cases 3, 4) and at all panel 1 (inches) edges (cases 5, 6) 6 4 2.5 2 Nail spacing at other panel edges (cases 1, Case 1 Cases 2, 3, 2, 3, 4) 4, 5, 6 6 6 4 3 HQ1 0.113 2 1/2 2 280 375 560 635 250 190 HQ1 3 315 420 630 715 280 210 HQ2 0.131 2 1/2 2 330 440 660 745 295 220 HQ2 3 370 495 740 840 330 250

31 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com || SHEAR WALL DESIGN ||

Shear walls are primary lateral force resisting assemblies in light-frame building systems. They are a vital link in the load path from the roof to the foundation transferring forces that are applied to the roof and walls to the foundation anchorage.

he published building code shear wall design values are based 6. Nail slip (en) used in the shear wall deflection equation is 2.99 on research by the APA-The Engineered Wood Association. Unit calculated for the HQ1 nail as en = (vn/400) and for 2.50 n shear values for wind and seismic forces are calculated using a the HQ2 nails, en = (vn/600) where v =shear load numerical model that relies on the lateral shear design values of single-fas- (lbf) per fastener. tener connections and incorporates important construction details such as framing spacing, perimeter fastening schedule, sheathing panel grade, and Shear Wall Construction Details failure due to sheathing buckling. The model employs coefficients derived 1. Panel edges shall be supported by framing members that from test data and the model was validated by full-scale tests. The Hurri- are not less than 2” nominal thickness. Quake® shear wall design values are based on a similar general model that 2. Panels shall be installed either horizontally or vertically. uses the single-fastener connection capacity and incorporates the same 3. Plywood rated sheathing includes C-D, and C-C Exterior construction variables. The HurriQuake® shear wall model is calibrated to Sheathing and other panel grades covered by PS1 or PS2. the building code model. Unit shear design values are given in Tables 19 to 4. When framing is 24“ o.c., field nailing for 3/8” and 24 for sheathing materials based on thickness and grade. 7/16” panels shall be 6” o.c. For other conditions, space fasteners 12“ o.c. maximum. Shear Wall Design and Construction Details 5. Where panels are applied to both faces of the wall and The shearwall tables are for: fastener spacing is less than 6” o.c. on either side, then < Wind or seismic loadings panel joints shall be offset so that panel joints do not < Douglas-fir (G=0.50) or Southern Pine (G=0.55) framing occur on both sides of the wall on the same framing < Framing spacing is 24“ o.c. unless otherwise stated members, or the framing members shall be 3” nominal < Wood structural panels are attached to and in contact with the framing or thicker and the fasteners on each side staggered. 6. Where the nails with shank diameter ≥ 0.148“, penetration Shear Wall Design Adjustments ≥ 1-5/8”, and spacing ≤ 3“ o.c., framing shall be at least 1. All requirements of the applicable building code pertaining nominal at the panel edges and nailsshall be staggered. to shear wall design and construction shall be met. 7. Where fasteners are spaced 2“ o.c., framing at adjacent 2. The tabulated values are for short-term loads and should be panel edges shall be 3” nominal or wider. reduced for normal duration of load by 40 percent based on the 8. Nails with”T”, brad, or casing heads are not permitted for duration of load factor of 1.6 and a diaphragm nailing factor of 1.1. sheathing attachment. Staple crown width ≥ 7/16“. 3. Adjustment for lumber specific gravity: Allowable shear Staples shall be installed with the crown of the staple values for shear walls shall be adjusted for lumber specific parallel to the long dimension of the framing lumber. gravity – when 0.42≤G<0.5, then multiply by 0.82, when 9. Where allowable shear values exceed 350 lbf/ft, G<0.42, then multiply by 0.65. foundation sill plates and framing members with edge 4. The values for 3/8” and 7/16” panels applied directly nailing from adjoining panels shall be at least 3” nominal to framing may be increased to values shown for 15/32” members and nails shall be staggered. thick panels of the same grade where the studs are 10. In structures assigned to Seismic Design Category D, E, or spaced a maximum of 16“ o.c. or panels are applied with F in areas using the IBC, where shear design values exceed the strength axis across the studs. 450 lbf/ft (LFRD) or 350 lbf/ft (ASD), all framing members 5. When negative pressure is a design consideration, with edge nailing from adjacent panels shall be at least 3” fastener spacing shall be considered. nominal thickness and edge nailing shall be staggered.

32 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Shear Wall Design ]] Fasteners: A Complete Guide

Table 19. Shear wall unit shear allowable design values (lbf/ft). Sheathing: 3/8” Structural 1 plywood. Product code Nail diameter Minimum Allowable shear wall values, Fv (lbf/ft) (inches) fastener length Fastener spacing at panel edges (inches) (inches) 6 4 3 2 Framing spacing: 16“ o.c. HQ1 0.113 2 1/2 320 500 640 845 HQ2 0.131 2 1/2 320 490 640 835 Framing spacing: 24“ o.c. HQ1 0.113 2 1/2 265 415 530 705 HQ2 0.131 2 1/2 265 410 530 695 I 0.148 3 230 360 460 610 G,H 0.131 2 1/2 230 360 460 610 F 0.120 3 200 305 405 515 D,E 0.113 2 180 270 365 465 B,C 0.099 2 1/4 145 220 290 370 A 0.092 2 1/4 130 190 255 325 J 15 gauge 1 3/4 195 290 385 495 K 16 gauge 1 1/2 155 235 315 400

Table 20. Shear wall unit shear allowable design values (lbf/ft). Sheathing: 7/16” Structural 1 plywood or OSB. Product code Nail diameter Minimum Allowable shear wall values, Fv (lbf/ft) (inches) fastener length Fastener spacing at panel edges (inches) (inches) 6 4 3 2 Framing spacing: 16“ o.c. HQ1 0.113 2 1/2 310 465 620 790 HQ2 0.131 2 1/2 320 490 640 835 Framing spacing: 24“ o.c. HQ1 0.113 2 1/2 265 415 530 705 HQ2 0.131 2 1/2 265 410 530 695 C I 0.148 3 280 430 550 730 1 G,H 0.131 2 1/2 260 390 520 665 2 F 0.120 3 220 335 445 565 D,E 0.113 2 200 300 400 510 B,C 0.099 2 1/4 160 240 320 405 A 0.092 2 1/4 140 210 280 360 J 15 gauge 1 3/4 210 320 425 540 K 16 gauge 1 1/2 170 260 345 440

33 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com Table 21. Shear wall unit shear allowable design values (lbf/ft). Sheathing: 15/32” Structural 1 plywood or OSB. Product code Nail diameter Minimum Allowable shear wall values, Fv (lbf/ft) (inches) fastener length Fastener spacing at panel edges (inches) (inches) 6 4 3 2 HQ1 0.113 2 1/2 325 485 645 825 HQ2 0.131 2 1/2 385 575 770 980 I 0.148 3 340 510 665 870 G,H 0.131 2 1/2 285 425 570 725 F 0.120 3 240 365 485 620 D,E 0.113 2 220 325 435 555 B,C 0.099 2 1/4 175 260 345 440 A 0.092 2 1/4 155 230 305 390 J 15 gauge 1 3/4 230 345 465 590 K 16 gauge 1 1/2 185 280 375 475

Table 22. Shear wall unit shear allowable design values (lbf/ft). Sheathing: 3/8” plywood rated sheathing. Product code Nail diameter Minimum Allowable shear wall values, Fv (lbf/ft) (inches) fastener length Fastener spacing at panel edges (inches) (inches) 6 4 3 2 Framing spacing: 16” o.c. HQ1 0.113 2 1/2 265 395 525 745 HQ2 0.131 2 1/2 260 395 525 665 Framing spacing: 24” o.c. HQ1 0.113 2 1/2 220 325 435 620 HQ2 0.131 2 1/2 215 325 435 555 I 0.148 3 220 320 410 530 G,H 0.131 2 1/2 220 320 410 530 F 0.120 3 180 270 365 465 D,E 0.113 2 165 245 325 415 B,C 0.099 2 1/4 130 195 265 335 A 0.092 2 1/4 115 170 230 295 J 15 gauge 1 3/4 175 260 350 445 K 16 gauge 1 1/2 140 210 280 360

34 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Shear Wall Design ]] Fasteners: A Complete Guide

Table 23. Shear wall unit shear allowable design values (lbf/ft). Sheathing: 15/32” Plywood rated sheathing. Product code Nail diameter Minimum Allowable shear wall values, Fv (lbf/ft) (inches) fastener length Fastener spacing at panel edges (inches) (inches) 6 4 3 2 HQ1 0.113 2 1/2 295 445 585 750 HQ2 0.131 2 1/2 350 530 690 885 I 0.148 3 310 460 600 770 G,H 0.131 2 1/2 255 385 510 650 F 0.120 3 220 325 435 555 D,E 0.113 2 195 295 390 500 B,C 0.099 2 1/4 155 235 310 395 A 0.092 2 1/4 140 205 275 350 J 15 gauge 1 3/4 210 310 415 530 K 16 gauge 1 1/2 170 255 335 430

Table 24. Shear wall unit shear allowable design values (lbf/ft). Sheathing: 19/32” Plywood rated sheathing. Product code Nail diameter Minimum Allowable shear wall values, Fv (lbf/ft) (inches) fastener length Fastener spacing at panel edges (inches) (inches) 6 4 3 2 HQ1 0.113 2 1/2 290 435 585 745 HQ2 0.131 2 1/2 350 520 695 885 I 0.148 3 340 510 665 870 G,H 0.131 2 1/2 285 430 575 730 F 0.120 3 245 370 495 630 D,E 0.113 2 225 335 445 570 B,C 0.099 2 1/4 180 270 360 460 A 0.092 2 1/4 160 245 325 415 J 15 gauge 1 3/4 230 345 465 590 C K 16 gauge 1 1/2 185 280 375 475 1 2

35 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com || WIND RESISTANCE ||

Design for wind forces requires attention to pressures that are imposed on the walls as lateral racking forces, lateral forces create out-of-plane bending and negative pressures where fastener withdrawal can be the controlling load. The prescriptive nailing schedules differentiate between “edge” nailing, meaning the panel edges, and the ”field” nailing, meaning the attachment to the intermediate framing members.

able 25 provides prescriptive nailing schedules recognized in the IBC and IRC for wind speeds that Figure 15. Roof Zones for use with prescriptive nailing schedules are less than 110 mph, mean building height less of Table 24 and Table 25; Roof Zones for UBC, IBC, and IRC. For than 30’, Importance factor =1.0, and topographic factor = gable roofs slope ≤ 7°, shaded area is Zone 1; for gable roof 7° < 1.0. In Table 25, the adjustment factor for Exposure C at 30’ slope ≤ 45°, shaded area is Zone 2. height is 1.4. The roof sheathing nailing zones referenced in Tables 25 and 26 are shown in Figure 15.

Any of the HurriQuake® nails can be used as an alternate to 1 2 8d common nails or galvanized 8d box nails in the Table 25 fastening schedules because the HurriQuake® Nails A exceed the 8d common in withdrawal and lateral shear design capacities. Prescriptive nail schedules for HurriQuake® 3 nails are given in Table 26 for negative pressure resistance 1 2 in wind conditions up to 170 mph (3-sec gust) in Exposure B 3 or Exposure C. The prescriptive nailing schedules should be A checked to verify that sufficient lateral resistance is provided A for the roof to function as a diaphragm. In Table 26, only the HurriQuake® field nail schedule is given because, 6” edge A: 10% of least dimension or 40% of the mean height of the nailing is sufficient for all roof zones in all wind zones for site structure, whichever is smaller, but not less than either 4% of Exposures B and C. least horizontal dimension or 3 ft.

Table 25. Roof sheathing fastening requirements for compliance with the IBC and IRC.

Panel thickness (inches) Product code Fastener Maximum fastener spacing, edge/field (inches o.c.) ≤ 1/2 HQ1, HQ2 2.5 x 0.0113 6/12 D, E 2.375 x 0.113 4/8 K 2 x 16-gauge staple 3/6 19/32 to 3/4 HQ1, HQ2 2.5 x 0.131 6/12 D, E 2.375 x 0.113 4/8 K 2 x1 6-gauge staple 4/8 7/8 to 1 HQ1, HQ2 2.5 x 0.131 6/12 H 2.5 (8d) deformed shank 6/12 1-1/8 to 1-1/4 HQ1, HQ2 3 x 0.148 6/12 I 3 (10d) deformed shank 6/12

36 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Wind Resistance ]] Fasteners: A Complete Guide

Table 26. HurriQuake® fastening requirements for compliance with IBC and IRC in wind zones up to 170 mph (3-s gust) with Exposures B and C (roof zones shown in Figure 14).

Roof slope Roof rise Roof zone4 Basic wind speed (v)(3-second gust, mph) (degrees) (inches 80

sheathing 7/16 ≤ ts ≤ 19/32 inch, framing 16” oc 0 to 7 0 to 1.5 2 12 12 12 12 12 12 8 3 12 8 8 8 8 8 6 +7 to 27 1.5+ to 6 2 12 12 12 12 12 12 12 3 12 12 8 12 8 12 6 +27 to 45 6+ to 12 2 12 12 12 12 12 12 12 3 12 12 12 12 12 12 12 Bostitch® HurriQuake® Nail, Diameter = 0.113” or 0.131”,

sheathing 15/32 ≤ ts ≤19/32 inch, framing 24” oc 0 to 7 0 to 1.5 2 12 12 12 12 8 8 6 3 12 12 8 8 6 6 4 +7 to 27 1.5+ to 6 2 12 12 12 12 8 8 6 3 12 12 8 8 6 6 4 +27 to 45 6+ to 12 2 12 12 12 12 12 12 8 3 12 12 12 12 12 12 8 For SI: 1 mph = 1.61 km/h, 1 inch = 25.4 mm

1. The tabulated nail schedule is based on wind uplift pressure pnet determined for components and cladding of buildings designed to resist loads in accordance with method 1 (ASCE7-05, section 6.4)

2. Tabulated values account for duration of load. Other NDS adjustment factors may be needed.

3. Edge nail spacing is 6” o.c. for all roof slopes, roof zones, and wind speeds for Exposures B and C.

4. Zone 1 nailing schedule for roof slopes (0 to 45 degrees), wind speeds (0 to 170 mph (274 km/h)), and Exposures B and C is 6” (152

mm) o.c. edge and 12” (305 mm) o.c. field for sheathing 7/16” (11.1 mm)≤ ts ≤19/32” (15.1 mm).

5. Nailing schedule assumptions: a. Mean roof height 30’ (9144 mm) b. Exposure categories B and C as defined in ASCE 7-05.

c. Net design uplift pressure (Components and Cladding), pnet, based on ASCE 7-05, adjustment factor, λ =1.4; importance factor, 2 2 I=1.0; pnet30 complies with Figure 6-4 of ASCE 7-05, effective wind area 10 ft (0.929 m ). d. Roof framing members have a nominal thickness of 2” (51 mm), spaced 24” (610 mm) on center in Roof Zone 1 for all wind speeds e. Roof framing member average specific gravity 0.42. f. Wood structural panel roof sheathing is 24/16 Rated Sheathing (maximum thickness ½ inch [12.7 mm]), 32/16 Rated Sheathing (thickness 15/32” to 19/32” [11.9 mm to 15.1 mm]) or 40/20 rated sheathing (19/32” [15.1 mm]); oriented with the strength axis perpendicular to the framing; and blocked. g. Minimum penetration, p, of the Stanley® Bostitch® HurriQuake® nails into the roof framing members is 1.9” (51 mm). C h. Gable roof with ø ≤ 45 degrees, or hip roof with ø ≤ 27 degrees, where ø is roof angle from horizontal. 1 6. Refer to Figure 14 for roof fastening zones. 3

7. The combination plywood sheathing ts ≤ 15/32”, (rated 24/16 and 32/16), frame spacing 24” o.c., roof slope < 27 degrees should not be used where wind velocity > 140 mph with Exposure C. 37 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com || STANLEY ® BOSTITCH ® PRODUCT CODES||

These product codes are provided for convenience of the Guide user. A complete list of fastener products and tools is available on line at www.Bostitch.com

Bostitch sku C7P90BDG C8P90BDG

Wire diameter 0.092 Shank type Smooth Coating Thickcoat™ Collation 15 degree wire weld coil Bostitch sku C6P99D C6P99DG C8P99D C8P99DG

Wire diameter 0.099 0.099 Shank type Smooth Smooth Coating Brite Thickcoat™ Collation 15 degree wire weld coil 15 degree wire weld coil Bostitch sku C8R99BD FC7DS099BD-PP C7R99BCG C8R99BDSS C6R99BC FC8DS099BD-PP C8R99BCG

Wire diameter 0.099 0.099 0.099 Shank type Deformed Deformed Deformed Coating Brite Thickcoat™ Stainless Collation 15 degree wire weld coil 15 degree wire weld coil 15 degree wire weld coil Bostitch sku S6D-FH S6DGAL-FH RH-S6DEP S6D-2M S6DGAL-2M RH-S8D113EP S8D S8DGAL Wire diameter 0.113 0.113 0.113 Shank type Smooth Smooth Smooth Coating Brite Thickcoat™ Brite Collation 28 degree wire weld stick 28 degree wire weld stick 21 degree plastic stick Bostitch sku RH-S6DHDG PT-S6D113EP PT-S8D113HDG RH-S8D113HDG PT-S8D113EP Wire diameter 0.113 0.113 0.113 Shank type Smooth Smooth Smooth Coating Thickcoat™ Brite Thickcoat™ Collation 21 degree plastic stick 33 degree paper stick 33 degree paper stick Bostitch sku C8R113DG S6DR113-FH S6DR113GAL-FH RH-S8DR113EP S6DR113-2M S6DR113GAL S8DR S8DRGAL S8DS

Wire diameter 0.113 0.113 0.113 0.113 Shank type Deformed Deformed Deformed Deformed Coating Thickcoat™ Brite Thickcoat™ Brite Collation 15 degree wire weld coil 28 degree wire weld stick 28 degree wire weld stick 21 degree wire weld stick

38 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Product Codes ]] Fasteners: A Complete Guide

Bostitch sku RH-S6DRHDG PT-S6DR113EP PT-S8DR113HDG RH-S8DR11HDG PT-S8DR113EP Wire diameter 0.113 0.113 0.113 Shank type Deformed Deformed Deformed Coating Thickcoat™ Brite Thickcoat™ Collation 21 degree plastic stick 33 degree paper stick 33 degree paper stick

Bostitch sku C10P120D C10P120DG S10D-FH S10DGAL-FH C12P120D C12P120DG S12D-FH S12DGAL-FH C8P120D C8P120DG S8D-FH S8DGAL-FH Wire diameter 0.120 0.120 0.120 0.120 Shank type Smooth Smooth Smooth Smooth Coating Brite Thickcoat™ Brite Thickcoat™ Collation 15 degree wire weld coil 15 degree wire weld coil 28 degree wire weld stick 28 degree wire weld stick Bostitch sku RH-S10D120EP RH-S10D120HDG PT-S10D120EP PT-S10D120HDG RH-S12D120EP Wire diameter 0.120 0.120 0.120 0.120 Shank type Smooth Smooth Smooth Smooth Coating Brite Thickcoat™ Brite Thickcoat™ Collation 21degree plastic stick 22 degree plastic stick 33 degree paper stick 33 degree paper stick

Bostitch sku C8P131D-4.5M C10P131DG S8D131-FH S8D131GAL C10P131D C16P131DG S10D131-FH S16D131GAL-FH C12P131D S12D131-FH S10D131GAL C16P131D S16D131-FH S12D131GAL S16D131GAL Wire diameter 0.131 0.131 0.131 0.131 Shank type Smooth Smooth Smooth Smooth Coating Brite Thickcoat™ Brite Thickcoat™ Collation 15 degree wire weld coil 15 degree wire weld coil 28 degree wire weld stick 28 degree wire weld stick Bostitch sku RH-S8D131EP RH-S8D131HDG PT-S10D131EP PT-S12D131HDG RH-S10D131EP RH-S10D131HDG PT-S12D131EP PT-S16D131HDG RH-S12D131EP RH-S12D131HDG PT-S16D131EP RH-S16D131EP RH-S16D131HDG Wire diameter 0.131 0.131 0.131 0.131 Shank type Smooth Smooth Smooth Smooth Coating Brite Thickcoat™ Brite Thickcoat™ Collation 21degree plastic stick 22 degree plastic stick 33 degree paper stick 33 degree paper stick

Bostitch sku C10S131DG S16DS S12DR131-FH

Wire diameter 0.131 0.131 0.131 Shank type Deformed Deformed Deformed C Coating Thickcoat™ Brite Thickcoat™ 1 Collation 15 degree wire weld coil 28 degree wire weld stick 28 degree wire weld coil 4 39 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com Bostitch sku RH-S10DR131EP RH-S10DR131HDG

Wire diameter 0.1131 0.131 Shank type Deformed Deformed Coating Brite Thickcoat™ Collation 21 degree plastic stick 22 degree paper stick Bostitch sku C10P148D-SHORT RH-S214DEP RH-S10D148EP RH-S12D148EP

Wire diameter 0.148 0.148 Shank type Smooth Smooth Coating Brite Brite Collation 15 degree wire weld coil 21 degree plastic stick Bostitch sku 15S4-44G 15S4-50GA 15S4-57G 15S4-63G Staple gauge 15 Shank type Smooth Coating Brite Collation Adhesive Bostitch sku 16S2-38 16S2-38GAL 16S4-38 16S4-38GAL 16S4-41 16S4-41GAL 16S4-44 16S4-44GAL 16S4-50 16S4-50GAL 16S5-38 16S5-44GAL 16S5-40 16S5-50GAL 16S5-44 16S5-50 Staple gauge 16 16 Shank type Smooth Smooth Coating Brite Galvanized Collation Adhesive Adhesive Bostitch sku RH-S16D162EP Wire diameter 0.162 Shank type Smooth Coating Brite Collation 21 degree plastic stick

Bostitch sku RH-S16D135EP

Wire diameter 0.135 Shank type Smooth Coating Brite Collation 21 degree plastic stick

40 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Product Codes ]] Fasteners: A Complete Guide

Bostitch sku C8DR113-HQ RH-S8DR113-HQ RH-S8DR113-HQG

Wire diameter 0.113 0.113 0.113 Shank type Deformed Deformed Deformed Coating Brite Brite Thickcoat™ Collation 15 degree wire weld coil 21 degree plastic 22 degree plastic Bostitch sku C8DR131-HQ RH-S8DR131-HQ RH-S8DR131-HQG

Wire diameter 0.131 0.131 0.131 Shank type Deformed Deformed Deformed Coating Brite Brite Thickcoat™ Collation 15 degree wire weld coil 21 degree plastic 22 degree plastic Bostitch sku C10DR113-HQ

Wire diameter 0.113 Shank type Deformed Coating Brite Collation 15 degree wire weld coil Bostitch sku C10DR131-HQ

Wire diameter 0.131 Shank type Deformed Coating Brite Collation 15 degree wire weld coil Bostitch sku PT-MC13115-1M PT-MC13115GAL-1M Wire diameter 0.131 0.131 Shank type Smooth Smooth Coating Brite Galvanized Collation Paper Paper Bostitch sku PT-MC13125-1M PT-MC13125GAL-1M

Wire diameter 0.131 0.131 Shank type Smooth Smooth Coating Brite Galvanized Collation Paper Paper Bostitch sku PT-MC14815-1M PT-MC14815GAL-1M

Wire diameter 0.148 0.148 Shank type Smooth Smooth Coating Brite Galvanized Collation Paper Paper Bostitch sku PT-MC14825-1M PT-MC14825GAL-1M

Wire diameter 0.148 0.148 Shank type Smooth Smooth Coating Brite Galvanized Collation Paper Paper

Bostitch sku PT-MC16225-1M PT-MC16225GAL-1M Wire diameter 0.162 0.162 Shank type Smooth Smooth C Coating Brite Galvanized 1 Collation Paper Paper 4 41 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Appendix 1. Building Code Acronyms ]]

|| APPENDIX 1 – BUILDING CODE ACRONYMS || Where the TLAs are flying, this sheet will help you to stay in the conversation.

AF&PA American Forest & Paper Association ICBO International Conference of Building Officials; now part of ICC AISI American Iron and Steel Institute ICC International Code Council; resulted from the 2000 merger of BOCA, CABO, ICBO, and SBBCI AITC American Institute of Timber Construction ICC-ES International Code Council – Evaluation Service APA American Plywood Association – The Engineered ICC-IAS International Code Council – International Wood Association Accreditation Service ASCE American Society of Civil Engineers ICC-600 International Code Council design standard 600 for residential construction in high-wind regions, to be implemented in 2008. ASD Allowable stress design IEBC International Existing Building Code ASTM American Society for Testing and Materials IFC International Fire Code AWPA American Wood Protection Association, formerly the IMPC International Mechanical and Plumbing Code American Wood Preservers Association BNBC BOCA National Building Code IRC International Residential Code (IRC 2006 is the current revision) BOCA Building Officials and Code Administration; now part ISANTA International Staple, Nail and Tool Association of ICC CABO Council of American Building Officials; now part of ICC ISO International Organization for Standardization COLA RR City of Los Angeles, Research Report; or sometimes LRFD Load and resistance factor design seen as”LA RR” CNBC Canadian National Building Code LSD Limit states design CSA Canadian Standards Association International LSL Laminated strand lumber, a type of SCL DF Douglas-fir LVL Laminated veneer lumber, a type of SCL DFL Douglas Fir-Larch, a mixed commercial species group MCN Metal connector nails of DF and Larch ESR Evaluation service report (aka, a”code” report) also MSR Machine stress-rated lumber called an”ER” EWP Engineered wood products MWFRS Main wind force resisting system FBC Florida Building Code NDS National Design Specification® for Wood Construction FEMA US Department of Federal Emergency Management NER National evaluation report Administration HQ HurriQuake® Nails NLGA National Lumber Grading Authority (Canadian) IAPMO-ES International Association of Plumbing and Mechanical NRC National Research Council Canada Officials – Evaluation Service

42 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Appendix 1. Building Code Acronyms ]] Fasteners: A Complete Guide

OSB Oriented strandboard, a wood structural panel OSL Oriented strand lumber, a type of SCL PE Professional engineer, title earned by examination PSL Parallel strand lumber, a type of SCL RR Research Report from LA City SBC Standard Building Code SBCCI Southern Building Code Conference International; now part of ICC SCL Structural composite lumber SE Structural Engineer, title earned by examination SI International System of Units, the modern metric units SP Southern Pine, a commercial lumber species group of four species of Southern Pine grown in the southeast U.S. SPF Spruce-Pine-Fir, a commercial lumber species group of Canadian-grown woods that includes eight species of wood SPFS Spruce-Pine-Fir (South), a commercial lumber species group for US-grown woods that includes nine species of wood SPIB Southern Pine Inspection Bureau SSTD-10 Standard for hurricane resistant construction, last revision in 1999 SDPWS Special Design Provisions for Wind and Seismic UBC Uniform Building Code, last revision in 1997

C 1 4 43 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com || APPENDIX 2 – GLOSSARY ||

AC (n) Acceptance criteria, a set of rules that are used Chemically Wood that was treated with chemicals to protect by an evaluation service to evaluate building treated the wood from biological hazard or to act as a fire materials for compliance under the building codes. wood (n) retardent. ANSI (n) American National Standards Institute. Collation (n) The process of aligning multiple fasteners and www.ansi.org connecting them with a material (plastic, paper or wire) so that they can be placed in a tool. ASCE 7-05 (n) Document published by the American Society of Common Nail made from low-carbon steel with a flat, full Civil Engineers referenced in the building codes that wire nail (n) round head, diamond point, and in the size range describes assignment of loads to building structures. 4d to 60d for structural purposes. ASD (n) Allowable stress design. Corrosion Fasteners that meet or exceed the corrosion resistance of a corrosion resistant benchmark fastener, e.g., a nail American Society for Testing and Materials. resistant ASTM (n) fasteners (n) that is hot-dip galvanized to ASTM A153, Class D. The www.astm.org codes recognize stainless steel, copper, silicon bronze, AF&PA (n) American Forest & Paper Association, parent and hot-dip galvanized (ASTM A153, Class D) as organization to the American Wood Council, corrosion resistant nails. which publishes the NDS. www.awc.org APA (n) The Engineered Wood Association, formerly the CNBC (n) Canadian National Building Code. American Plywood Association and before that the Douglas-Fir Plywood Association. CSA (n) Canadian Standards Association. www.csa.ca www.apawood.org AWC (n) American Wood Council, www.awc.org Dead load Weight of construction materials and fixtures (n) attached to the building. AWPA (n) American Wood Protection Association. ANSI Deformed Shank of a nail that has been modified so that it is recognized association of wood treatment chemical shank (n) not smooth or necessarily round in cross section. manufacturers that writes and maintains standards for wood treatment chemicals and wood treatment Density (n) Mass per unit volume of material. In traditional chemical performance. www.awpa.com units for wood, it is expressed as weight per volume in lb/ft3, and in SI units, the units are kg/m3. Blocked Diaphragm that has the edges of the structural Diaphragm Lateral force resisting assembly in light-frame construction diaphragm (n) panels nailed to framing and blocking so that (n) that is horizontal or inclined at an angle less than 90 there are no free edges. degrees to horizontal, e.g., roof deck, floor. The diaphragm is assumed to work as a deep beam. Box nail (n) Nail made from low carbon steel with a flat full Dowel (n) Cylindrical object used as a mechanical round head, diamond point, shank diameter that fastener for wood-frame construction. is smaller than a common nail, and in the size range of 6d to 40d for structural purposes Brite (adj) Describes a surface or fastener with no Duration of Response of wood and wood-based materials to coating. load effect loading where greater loads are resisted for short (n) periods of time than can be resisted for long periods of time. Cement (n) Polymeric coating (natural or synthetic) usually Face-nail Nail connection where the side member and the added to enhance withdrawal resistance. Does connection main member are positioned such that the nail not provide corrosion or fire resistance. (adj) (n) enters the face or side grain of both members, Describes a fastener with a polymeric coating. e.g., double top plates.

44 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com [[ Appendix 2. Glossary ]] Fasteners: A Complete Guide

Effective Nail head area available to resist pull-through, EWP (n) Engineered wood products, a family of head area (n) calculated as total nail head area minus the cross- products made from wood for structural sectional area of the shank where the head and applications including I-joist, wood sheathing shank are joined divided by the area of the head. panels, and structural composite lumber. Electro- Process to attach a zinc coating to steel. Gauge (n) Digital system to describe the diameter of galvanization wire and thickness of metal plates, also as (n) gage. End-nail Nailed connection where the nail passes Glulam (n) An engineered material made of wood connection through the side grain of the side member laminations that are thicker than ¼” and (n) and is embedded in the end grain of the main bonded with an adhesive. The grain direction member, e.g., a stud-plate connection. in all laminations is in the same direction. ER-120 (n) Evaluation report No. 120 for HurriQuake® Grade stamp Mark applied by a registered agency to nails that provides evidence of compliance (n) indicate the engineering properties. Required with IBC, IRC, SSTD-10, Florida Building for structural wood products including lumber Code, and California Building Code. Issued by and engineered wood products. IAPMO-ES ESR-1482 (n) Evaluation report No. 1482 provides evidence Gripper Marks on the shank of the nail, generally close to that THICKCOAT™ galvanized nails meet or marks (n) the head, created by the processing equipment exceed the corrosion resistance of nails hot-dip when the nail was held during head formation. galvanized in accordance with ASTM A153, Class D and can be used as an alternate to hot- Hardwood Wood from a tree with broad leaves, not dip galvanized nails for construction in compli- (n) needles. Material hardness is not implied or ance with the IBC and IRC. inferred from the term “hardwood.” ESR-1539 (n) Evaluation Service Report No. 1539 that Head (n) Surface that is impacted for driving, a provides engineering values for nails and characteristic feature of fasteners that is on staples used in wood-frame construction. This one end of the fastener. The head geometry report shows compliance with the IBC, IRC, is based on intended purpose of the fastener and all legacy codes except SSTD-10. and installation method. ESR-2020 (n) Evaluation Service Report No. 2020 for Hot-dip Method of applying zinc to steel that involves HurriQuake® nails that provides compliance galvanized (n) dipping the steel object to be coated in evaluation for the IBC and IRC. Issued by ICC-ES molten zinc. ESR-2122 (n) Evaluation report No. 2122 provides evidence IAPMO-ES International Association of Plumbing and that metal connector nails are in compliance with (n) Mechanical Officials, Evaluation Service. IBC and IRC requirements for nails. ANSI accredited providers of building code compliance evaluation services for building materials. www.iapmoes.org ER-5426 (n) Evaluation report No. 5426 that provides engi- ICC (n) International Code Council. www.iccsafe.org neering evaluation for power-driven pins for use in construction with cold-formed steel framing and wood structural panel sheathing. Issued by IBC (n) International Building Code (2006) ICC-ES and shows compliance with UBC 1997. Evaluation Also called an”evaluation service report.” ICC-ES (n) International Code Council – Evaluation report (n) Document issued by an evaluation service that Service, a subsidiary of ICC. An ANSI- describes a construction material or object and accredited provider of building code its compliance with named building codes. compliance evaluation services for building materials. www.icc-es.org C 1 C 4 1 45 4 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com ICC-IAS (n) International Code Council – International MSR (n) Machine stress-rated lumber. A method for Accreditation Service, a subsidiary of ICC mechanical testing and marking sawn lumber that accredits laboratories for testing products. building materials and reviews quality control documentation. www.icc-ias.org IRC (n) International Residential Code (2006). Nail (n) Dowel fastener that typically is driven and used for coneccting members and sheathing in light- frame construction ISANTA (n) International Staple, Nail, and Tool, NDS (n) National Design Specification® for Wood Association. Stanley Bostitch is a Construction published by the American member of ISANTA. ISANTA is the report Forest & Paper Association, Washington, holder of ESR-1539. www.isanta.org D.C. Available at www.awc.org Legacy building Also called a”legacy code.” Model building NER272 (n) Evaluation report for power-driven fasteners, code (n) codes that are no longer maintained. An sometimes called”the ISANTA report,” that example is the Uniform Building Code (UBC). was replaced by ESR-1539 in 2005 and is now obsolete. Live load (n) Transient loads of many durations OSB (n) Oriented strandboard, a wood structural associated with construction, habitation, panel made from strands of wood that are and repair of the building. consolidated under heat and pressure and held together with adhesive. LFRS (n) Lateral force resisting system the Pennyweight Historic method of specifying nails that implied nail combination of walls and diaphragms of a system (n) size in terms of cost for 100 nails in pence or building structure pennies, e.g., 16d nails cost 16 pence for 100 nails. Load Path (n) Sequence of elements by which the loads Pins (n) Power-driven nails used for construction are carried through a structure. where the fastener penetrates cold-formed steel framing to attach wood structural panels Load and Resistance Factor Design. LRFD (n) in shear walls and diaphragms. An example is the Stanley® Bostitch® ballistic nail C4DCSBALG. Main Material part of a connection where the tip Plywood (n) Panel that is made from wood veneers that are member (n) of the fastener is embedded and adjacent to bonded with adhesive under heat and the side member. pressure. Most plywood panels are made with the grain direction turned 90 degrees for adjacent veneers. Mechanical Mechanical method of attaching a zinc Preservative Wood that has been treated with a chemical galvanization (n) coating to steel. treated wood to prevent the occurrence of fungal decay (n) and insect attack. Metal connector Nails used to attach metal hardware to wood Pull-through Property that describes the result of the nails (n) and wood-based materials; abbreviated as MCN. (n) connection side member being pulled over the head of the fastener while the fastener remains embedded in the main member. Moisture Percent of moisture in wood where zero Rated Grade of wood structural panel that is used content (n) moisture (“oven-dry”) is the basis of the sheathing (n) for sheathing. percentage, MC(%)=[(Wod-Ww)/Wod]*100, where Wod is oven-dry weight, Ww is weight with water, and MC is moisture content.

46 [[ Appendix 2. Glossary ]] Fasteners: A complete guide

Reference Base design property before application of Stiffness Material or assembly property that characterizes design adjustment factors. (n) resistance to deflection, displacement, or deformation property (n) and generally based on the linear force-displacement behavior. Stiffness is not the same as strength. Ring Nail shank with deformations that are a ring-like Strength Material or assembly property that characterizes the shank (n) geometry where the rings are at 90 degrees to (n) capacity of the material or assembly to resist forces. the axis of the shank Strength is not the same as stiffness. SCL (n) Structural composite lumber, an engineered material SLS (n) Abbreviation for strength limit state, which is the that is made from flakes, strands or veneers of wood maximum force resisted by the part or assembly. that are combined with adhesives and consolidated with heat and pressure. SCL has three distinct material orientations as described in ASTM D5456. Screw (n) Threaded dowel fastener generally placed by Structural 1 Grade of plywood or OSB that has greater shear engaging the head and turning under presure. (n) resistance than other grades of plywood and OSB. Shear (n) Force in a plane that causes sliding or change of shape Tip (n) A characteristic of a nail, the part of the nail that to planar objects. enters the materials when the nail is driven. Typical tip geometries are diamond, blunt diamond, ballistic, etc, and each has different penetration characteristics. Shear Wall assembly that is part of the lateral force Toe-nail Nailed connection where the nail is driven at a wall (n) resisting system in a building. Shear walls are connection 30-degree angle through the side member into the usually perpendicular to the floor. (n) side grain of the main member. Sheathing Panel that is attached to the outside surface of the Traditional System of units that is widely used in the US, e.g., (n) framing. units (n) pounds force (lbf), inches (in), feet (ft). SI units International System of Units, metric units system Unit shear Design capacity of a shear wall or diaphragm in (n) used by most of the rest of the world, e.g., resistance force per unit length, e.g., pounds per foot or Newtons (N), meters (m), millimeters (mm), Pascals, (n) Newtons per metre. (Pa), kiliograms (kg). The use of centimeters (cm) is generally discouraged in the modern SI system. Side Wood grain observed on the thickness and width Visually Wood that has been assigned engineering grain (n) of sawn lumber. graded properties based grading rules that are derived from lumber (n) characteristics that are visually apparent to those trained in the application of the grading rules. A large percentage of sawn lumber used for construction is visually graded. Side Member of a connection that the fastener tip passes Withdrawal Failure mode where the fastener is extracted from member (n) entirely through and is adjacent to head of the fastener. (n) the main member of the connection. Sinker (n) Nail made from low carbon steel and having a Wood Engineered material in a panel form made from round head with convex under surface, diamond structural wood and used as a rated sheathing material for tip, and having a shank that is smaller in diameter panel (n) light-frame construction. Plywood and OSB are than a common nail. Recognized for structural use examples. in sizes from 6d to 60d. Softwood Wood that comes from coniferous trees (needle- Yield limit Design equations from the NDS for shear (n) bearing trees), e.g., pine, spruce, fir, Douglas-fir. equations resistance of single-fastener connections. The Material hardness is not implied or inferred from (n) calculated yield limit corresponds with a yield the term”softwood.” mode. Also called the European Yield Mode (EYM) Spike (n) Driven fastener with shank diameter greater than equations. C common nails. 1 C 4 1 47 4 © Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com Stanley-Bostitch® | Briggs Drive, East Greenwich, Rhode Island 02818 Customer Service Phone: 1-800-556-6696 | Fax: 1-800-842-9360 | www.Bostitch.com

Stanley, Bostitch, HurriQuake, and ThickCoat are registered trademarks of The Stanley Works or its affiliates in the United States and/or elsewhere. National Design Specification and NDS are registered trademarks of American Forest & Paper Association, Inc.

GA1381 11/08