GA1381 Fasteners Guide 0909

Fasteners: A Complete Guide

A complete guide to understand and specify fasteners for light-frame construction

© Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.comi

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

|| 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.

[a] [b] [c]

ight-frame buildings are loaded by vertical and hori-zontal forces. Examples of vertical forces are dead weight of the building materials and snow. Lateral

forces include those induced by wind and seismic ground motions. Wind forces cause uplift on the roof, wall racking and wall bending. Seismic motions cause racking in the walls as a result of the vertical and horizontal ground motions. The

walls, floor(s), and roof act together to resist forces at the foundation.

The building resists forces only when there is a continuous load path from the point where the force is imposed to the foundation where the force is resisted. A continuous load path is the interconnected framing and sheathing from the roof through

Fasteners: A Complete Guide[[ Introduction ]]

© Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.comii

the walls to the foundation. A building that is not attached, or poorly attached, to the foundation, can slide or overturn when subjected to lateral forces. Walls that are designed to resist vertical and lateral loads are called shear walls. The roof and floors are called diaphragms, or sometimes referred to as horizontal diaphragms, even though they may be pitched, e.g., a gable roof.

Fasteners are often the last thing considered in designing and building a wood-frame structure. However, they are critical to the load path and the long-term building performance. Whether your objective is to reduce the chance of a squeaky floor, minimize corrosion, or reduce the potential of high wind or earthquake related damage; the proper fastener selection can affect these objectives.

The fasteners listed in this Guide are manufactured by Stanley Fastening Systems and are sold under the trademark Stanley® Bostitch®. Stanley® Bostitch® nails and staples can be used for structural and nonstructural wood-to-wood connections. Connections between wood and other engineering materials, such as steel, plastics, etc. are also possible with engineering design following the design methods of the National Design Specification® for Wood Construction (NDS®).

The Stanley® Bostitch® Fasteners: A complete guide to understand and specify fasteners for light-frame construction describes standard nail and staple applications that are in compliance with the following model building codes:> 2006 International Building Code (IBC)> 2006 International Residential

Code (IRC)> BOCA National Building Code 1999 (BNBC)> 1999 Standard Building Code (SBC)> 1997 Uniform Building Code (UBC)> 1998 International One and Two Family Dwelling Code (IOTFDC)> City of Los Angeles> Florida Building Code

The newest evaluation report for HurriQuake® nails is ER-120, and it shows compliance to the 2006 IBC, 2006 IRC, SSTD-10 1999, Florida Building Code (2007), and the California Building Code (2007). Evaluation reports ER-120 and ESR-2020 have withdrawal and shear single fastener design functions and framing connections, and the diaphragm and shear wall allowable shear values reflect the engineering performance of the HurriQuake® nails.

Copyright © 2009 by Stanley BostitchLimited 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.

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

[[ Table of Contents ]] Fasteners: A Complete Guide

iv

|| TABLE OF CONTENTS ||Chapter Page

IntroductionList of TablesList of Figures

HurriQuake® NailsConstruction Nails and StaplesWood Construction Materials > Fastener Performance and Specific Gravity > Fastening Engineered Wood Products Single-Fastener Connection GeometryFastener Corrosion ResistanceFastener Selection and SubstitutionSingle-Nail Withdrawal DesignSingle-Fastener Connection Lateral Shear Design > Sheathing-to-Framing Connections > Connection for 2x-members of the Same Specific Gravity Prescriptive Framing Connections > Framing: Floors > Framing: Walls > Framing: Ceiling and Roofs Fastening Metal HardwareDiaphragm Design > 3/8” Structural 1 Plywood > 7/16” OSB or Structural 1 Plywood > 15/32” OSB or Structural 1 Plywood > 7/8” OSB or Structural 1 Plywood > 3/8” Plywood Rated Sheathing > 15/32” Plywood Rated Sheathing > 19/32” Plywood Rated Sheathing > 23/32” Plywood Rated Sheathing Shear Wall Design > 3/8” Structural 1 Plywood > 7/16” OSB or Structural 1 Plywood > 15/32” OSB or Structural 1 Plywood > 3/8” Plywood Rated Sheathing > 15/32” Plywood Rated Sheathing > 19/32” Plywood Rated Sheathing Wind Resistance

Stanley® Bostitch® Product Codes

Appendix 1. Building Code AcronymsAppendix 2. Glossary

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45678

9

1011

12

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14

iivvi12444678121414161818202224262828292930303131323333343435353638

42

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© Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.comv

|| LIST OF TABLES ||Table Page Table Page

Comparison of Common, Box, and Sinker nail dimensions (inches) of the same pennyweight. Important properties for connection design with typical visually graded wood materials used in the US. and Canada for residential framing. Nail withdrawal values for normal duration loads, lbf/inch of penetration in the main member. Single fastener shear values, Z (lbf), for typical sheathing products by wood species specific gravity. Design functions for single-fastener shear connections made with HurriQuake® Nails. Normal duration lateral shear capacity, Z (lbf), for face nailed 2-by lumber connections of the same specific gravity.

Prescriptive floor framing connections. Prescriptive wall framing connections. Prescriptive roof and ceiling framing connections.

Reference lateral design values, Z (lbf) for Stanley® Bostitch® MCN nails used in steel-to-wood connections for typical wood specific gravities. Diaphragm unit shear allowable design values for wind and seismic, Sheathing: 3/8” Structural 1 Plywood. Diaphragm unit shear allowable design values for wind and seismic, Sheathing: 7/16” OSB or Structural I Plywood. Diaphragm unit shear allowable design values for wind and seismic, Sheathing: 15/32” OSB or Structural I Plywood.

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29

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37

14

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16

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19

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

Diaphragm unit shear allowable design values for wind and seismic, Sheathing: 3/8” Plywood Rated Sheathing. Diaphragm unit shear allowable design values for wind and seismic, Sheathing: 15/32” Plywood Rated Sheathing. Diaphragm unit shear allowable design values for wind and seismic, Sheathing: 19/32” Plywood Rated Sheathing. Diaphragm unit shear allowable design values for wind and seismic, Sheathing: 23/32” Plywood Rated Sheathing. Shear wall unit shear allowable design values (lbf/ft), Sheathing: 3/8” Structural 1 Plywood. Shear wall unit shear allowable design values (lbf/ft),Sheathing: 7/16” OSB or Structural 1 Plywood. Shear wall unit shear allowable design values (lbf/ft), Sheathing: 15/32” OSB or Structural 1 Plywood Shear wall unit shear allowable design values (lbf/ft), Sheathing: 3/8” Plywood Rated Sheathing

Shear wall unit shear allowable design values (lbf/ft), Sheathing: 15/32” Plywood Rated Sheathing Shear wall unit shear allowable design values (lbf/ft), Sheathing: 19/32” Plywood Rated Sheathing

Roof sheathing fastening requirements for compliance with IBC and IRC HurriQuake® fastening requirements for compliance in wind zones up to 170 mph (3-s. gust) with Exposures B and C

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Fasteners: A complete guide[[ Table of Contents ]]

© Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.comvi

|| LIST OF FIGURES ||Figure Page

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

Head markings for HurriQuake® nails.

The five characteristics of a HurriQuake® nail. Characteristics and dimensions of driven fasteners. Examples of nails with ring shank and screw shank.

Geometry of a single-fastener face-nail connection. Toe-nail connection geometry.

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

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

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

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

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

Illustration of the MCN nail head identification marking. Sheathing and framing layouts for the six diaphragm cases.

Roof zones for use with prescriptive nailing 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.

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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

A

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.

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

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HurriQuake® nails have five distinguishing characteristics (Figure 3):1 Ring shank that is deformed from the tip to 1-1/2“ from the tip2 Round wire shank that is the nominal wire diameter that extends from the ring-shank portion3 Five-sided fluted spiral-shank that extends from the round shank to the bottom of the head4 Over-sized full-round head5 Embossed identification on the head

The aggressive ring-shank and large head combine to give 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 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).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.

Hurriquake Nail.ai

Fat Head• 30% more surface area• Marked for easy identification

Improved Plastic Collation• Shears cleaner• Significantly reduces "flagging"

Shear Shank Technology• Shear plane area optimized toenhance capacity

• Deformation under head to minimizemovement of structure

Deep Ring Technology• Maximizes holding power

1

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5 4

Figure 3. The five characteristics of a HurriQuake® nail.

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.

[[ Construction Nails & Staples ]][[ Construction Nails & Staples ]]



2

ails are sometimes referred to using the “pennyweight” terminology, for example”16d” or”8d”. In earlier times, this terminology was used

to refer to the penny cost per 100 nails. In contemporary engineering, the pennyweight terminology cannot be used for reliable specification of fasteners. Now the pennyweight designation generally refers to nail length but it does not confer information about the shank diameter or the head characteristics. The expressions”common,””box,” and“sinker” have generally accepted understanding as published in the National Design Specification® for Wood Construction (NDS®). In general, common and box nails have a flat under-head geometry while sinker nails have a pronounced convex under-head geometry. See Table 1 for the dimensions assumed by the NDS for dimensions of typical construction nails. Common nails have larger shank diameters that the box and sinker nails.

Correct specification of nails includes the nominal length and the nominal diameter. If only pennyweight is specified, insufficient information is conveyed. For example, if a building plan calls for the nails to be”8d,” then the builder could use the 8d common (2-1/2”x0.131”), the 8d box (2-1/2”x0.113”), or the 8d sinker (2-3/8”x0.113”). The result will affect the performance of the building system. The HurriQuake® nails are unique so they can be easily specified as HQ1 or HQ2, but complete specification of other smooth and deformed-shank nails should provide length and diameter.

Staples are called out by length, crown width, and wire diameter where the wire is usually referenced by gauge as opposed to measured diameter. Staple wire is typically flattened in manu-facturing, so a staple cross section is not round. Typical staple gauges are given in ASTM F1667-05 where the specification is for nominal thickness and width. For example, a 16-gauge staple has a nominal thickness of 0.0563” and a nominal width of 0.064”, and a 14-gauge staple has nominal thickness of 0.0725” and a width of 0.0855”. The building codes require staple crown width

greater than or equal to 7/16”, a leg length of at least 1-1/2”, and staple installation with the crown parallel to the framing member.

Nail Shank DeformationsMost construction nails have smooth shanks. Shank deformations are used to enhance the fastener performance, especially withdrawal resistance. Improved withdrawal resistance also can contribute to enhanced shear resistance for many construction situations. Deformed shank nails are referred to as”ring” or”screw” shank nails depending on the deformations (Figure 5). Ring-shank nails have an annular ring deformation. The rings are generally 0.005” to 0.010” greater diameter than the nominal diameter of the fastener. Screw-shank nails have shanks with flutes that twist around the shank in a screw-like geometry. The screw-shank geometry is less common than the ring-shank geometry in construction nails. Construction nails with deformed shanks are generally made with low carbon wire and have bending yield strengths typical of smooth shank nails of the same nominal diameter.

In engineering design, generic deformed-shank nails have withdrawal capacities that are 10% greater than smooth-shank nails of the same diameters and no extra allowance is made for shear capacity. The fastener industry has no standard for shank deformations, and as a result, the engineering properties of generic deformed-shank nails cannot be generalized beyond the minimum increase. On the other hand, the HurriQuake® nails have design withdrawal properties that are over 100% greater than smooth-shank nails of the same diameter and length. The shear capacities of the HurriQuake® nails are also substantially greater than smooth-shank nails. These greater values are assigned because the HurriQuake® nails are made to exacting specifications, manufactured under a strict quality program, and the engineering properties are based on extensive testing by an accredited third-party laboratory as required to obtain an evaluation report.

|| 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.


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[[ Construction Nails & Staples ]] Fasteners: A Complete Guide[[ Construction Nails & Staples ]]

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Type Feature Pennyweight

6d 8d 10d 12d 16d

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.

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

Ring shank Screw shankPoint

Shank diameter

Shank

HeadHead Diameter

Head Thickness

Nail Length

Wire gauge

Crown

Crown width

Length

Tip

Leg

[[ Wood Construction Materials ]][[ Wood Construction Materials ]]



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ood is not a homogeneous material within a single tree or between trees. Each species of wood has a characteristic specific gravity that was assigned

based on sampling and measurement of the wood species over its geographic range. Most commercial species used in North America have a specific gravity in the range of 0.35 to 0.60. The commercial specific gravity assignment represents the average of many growth years and many trees. In general, a species of wood with lots of wood material present in a measured volume (high specific gravity) will hold its fasteners better in withdrawal than a wood that has less wood material in a measured volume (low specific gravity).

The model building codes require that the lumber must be stress graded to be used for building construction. The American Lumber Standards Committee (ALSC) administers the grade marking program for structural lumber under PS 20 (Voluntary Product Standard 20, American Softwood Lumber Standard). The ALSC uses the consensus processes of the U.S. Department of Commerce to provide manufacturers and users of softwood lumber with a process by which the product standard can be formulated and implemented.

To facilitate engineering practice, species that are from the same geographical area and that have the same engineering properties are pooled as”species groups.” For example, Douglas Fir-Larch is a species group comprised of Douglas-fir and Larch, and Southern Pine is a species group of four species of Southern Pine (Loblolly Pine, Longleaf Pine, Shortleaf Pine, and Slash Pine). The species of each commercial species group are listed in the NDS Supplement. There are 49 species groups listed in the NDS Supplement. Each commercial species group has a characteristic specific gravity. The characteristic specific gravity is used in the

calculation of withdrawal design values and to identify the dowel bearing capacity of mechanical fasteners, which is used to determine the lateral shear resistance of fasteners. Some of the typical US species groups are listed in Table 2 with the characteristic specific gravity and dowel bearing values. A high specific gravity wood has a high dowel bearing strength and a low specific gravity wood has a lower dowel bearing strength. Exceptions to this are found primarily among engineered wood products. In Table 2, the column labeled”Fastener Group” is a terminology that is carried over from legacy design documents and is still found in some of the legacy building codes and at least one table in this document that is based on a legacy code. Prior to 1991, every wood species was assigned to a”Fastener Group” based on its strength and stiffness. This practice was abandoned in 1991 because the design practice was changed in the 1991 NDS to the use of the European Yield Mode Equations, and the notion of a”Fastener Group” became obsolete.

3.2 Fastening Engineered Wood ProductsEngineered wood products are manufactured by combining wood with adhesives under heat and pressure. Typical engineered wood products are plywood, oriented strand board (OSB), glue-laminated timber (glulam), I-joists, and structural composite lumber. These products behave differently than sawn wood and some special considerations may be required for fasteners especially for the structural composite lumber products.

Structural composite lumber (SCL) comes in several varieties: oriented strand lumber (OSL), laminated strand lumber (LSL), laminated veneer lumber (LVL), and parallel strand lumber (PSL). These products are proprietary products and are differentiated by the form of the wood that is used. For

|| WOOD CONSTRUCTION MATERIALS ||3.1 Fastener Performance and Specific GravityFastener 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.



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[[ Wood Construction Materials ]] Fasteners: A Complete Guide[[ Wood Construction Materials ]]

example, LVL is made from sheets of veneer, PSL is made from veneer strands, OSL is made from large flakes.SCL products are used as substitutes for dimension lumber and timbers in construction, e.g., headers, stair treads, joists, rafters, posts, collector girders, even studs in tall walls. They 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

values and general fastening instructions are published in the SCL manufacturer’s evaluation report. The manufacturers of these products are experts in wood materials, not fasteners, so their general fastener instructions may require careful review when considering fastener solutions.

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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

Englemann Spruce / Lodgepole Pine

0.38 IV 2800

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 / Scots Pine 2

0.43 III 3500

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 55501,2Source: Austria and Czech Republic3Source: Austria, Czech Republic, Romania, Ukraine4Based on NDS 1986, Table 8.1A

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

[[ Single-Fastener Connection Geometry & Fastener Corrosion Resistance ]][[ Single-Fastener Connection Geometry & Fastener Corrosion Resistance ]][[ Single-Fastener Connection Geometry & Fastener Corrosion Resistance ]]


[[ Single-Fastener Connection Geometry & Fastener Corrosion Resistance ]]

he anatomy of a single-fastener face-nail connection is shown in Figure 6 to illustrate the parts of the connection. The main member is the part where

the fastener tip is embedded, while the side member is the part that is attached to the main member with the fastener and is between the fastener head and the main member. It 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 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 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 side member to crush on the nail shank. The off-axis force can result in a combination of events including simultaneous separation of the side member from the main member and sliding of the side member relative to the main member.

The engineered performance of the connection assumes that the nail has penetrated the main member by a length at least 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.

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 the side member and at an end distance from the side member so that approximately one-third of the fastener length is in the 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 except that the main member is oriented so that the nail is embedded in the end grain of the wood (Figure 8). These connections are 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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|| 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.

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

Figure 7. Toe-nail connection geometry.

Figure 8. Grain direction in an end-nail connection; the arrows indicate grain direction in each member.

Withdrawal

Off axis

ShearSide memberGrain direction

Main member

Grain direction

L = Ls+P

Toe nail connection

30°

Ls=L/3

Lm

L

P

End nail connection

Side member

Grain direction

Main member

Grain direction

[[ Single-Fastener Connection Geometry & Fastener Corrosion Resistance ]][[ Single-Fastener Connection Geometry & Fastener Corrosion Resistance ]]

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mproper selection of a corrosion resistant fastener can lead to a cosmetic failure such as wood staining or streaking. Far worse, the inappropriate fastener

could be a contributor to structural failure. Stainless steel should be the builder’s, architect’s or homeowner’s first choice when specifying a fastener in a location that is prone to corrosion or staining. Stainless steel provides the best resistance to corrosion over the lifespan of a structure. Steel fasteners can effectively be used in corrosive applications if a barrier or sacrificial coating such as zinc is used. The most common form of corrosion protection for steel fasteners is zinc-galvanization. The zinc coating is often nearly pure zinc and can be applied through one of three processes: electro- galvanization, mechanical galvanization, or hot-dip galvanization. One advantage to electro- or mechanical zinc-galvanized nails is that they are often treated with a chromate coating to passivate the zinc, which protects the zinc while the protective stable oxides (zinc carbonates) form on the surface. 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.

The building codes require that steel nails are hot-dip galvanized to ASTM A153, Class D, which is a zinc coating that is an average of 1 oz/ft2 and no individual can be coated with less than 0.85 oz/ft2 zinc. However, certain Stanley® Bostitch® fasteners use alternate zinc application methods, barrier coatings or combinations of the two. Internal and third party testing has confirmed that Stanley® Bostitch® THICKCOAT™ fasteners provide corrosion resistance performance equal to or greater than the ASTM A153 Class D fastener when exposed to moisture, salt and preservative wood chemicals.ESR-1482 and ESR-1539 issued by ICC-ES show that Stanley® Bostitch® THICKCOAT™ nails comply with and are suitable alternatives to the nails specified in the codes.

When specifying nails for metal connectors, use nails that are compatible with the metal hardware, e.g., use galvanized nails with galvanized hardware, stainless steel nails with stainless steel hardware, and brite nails with bare steel.

7

|| 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.

[[ Fastener Selection & Substitution ]][[ Fastener Selection & Substitution ]]



8

n the design process, the designer, whether it is the builder, architect or engineer, determines the loads that the structure could potentially realize and

assures the proper fasteners are specified and installed. If one or more of the specified fasteners are not available, the designer needs a method to identify a substitute fastener that will facilitate the designed performance of the structure.

The first step in the fastener selection process is to identify the loads that the structure will realize during its expected lifetime. For instance, a structure built in a hurricane prone coastline will be designed to resist high wind forces, which is a different design problem than heavy snow loads. The geographic location, wind, seismic, and snow load maps,

and the local building regulations provide the basis for loads to be considered. An engineer may have to examine several combinations of loads following the building code guidelines to establish the required building system resistance. The second step is to establish minimum fastener size and installation patterns that when combined with the framing and sheathing will resist the expected load.

The fastener schedules are not identical for all building codes. The required fasteners of the 40-plus connections in a typical light-frame structure are specific to the controlling building code. This Guide provides fastener solutions that satisfy the IBC and IRC.

|| 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.

Connection Description HurriQuake® Bostitch® Fasteners [other fasteners see pg. 38] Product CodeTop or Sole Plate-to-Stud (7)(E) Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing

HQ1 3 3.5” x 0.162” RH-S16D162EP 2 L

HQ2 3 3” x 0.148” 3.25” x 0.131”3” x 0.131”

RH-S10D148EPS12D131-FHS10D131-FH

3 IG,HG,H

3.25” x 0.120”3” x 0.120”

S12D-FHS10D-FH

4 FF

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

3” x 0.148”3.25” x 0.131”3” x 0.131”3.25” x 0.120”3” x 0.120”2.5” x 0.131”

RH-S10D148EPS12D131-FHS10D131-FH S12D-FHS10D-FHS8D131-FH

4 IG,HG,HFFG,H

HQ2 4 2.374” x 0.113”2” x 0.113”2.25” x 0.099”

S8D-FHS6D-FH

5 D,ED,EB,C

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

top or sole plate-to-stud (7)(E)



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Example [Fasteners for Framing Connections]

A light-frame structure is typically assembled with nominal 2-by materials that are the frame for the exterior walls, roof and floors and interior walls. The framing fastener requirements are prescriptive, that is, the fasteners for framing connections can be determined from the framing schedule in the applicable building code subject to the restrictions of the tables.

As an example, determine the required fasteners for the stud-to-sole plate connection made by driving the nail through the plate into the stud. To find the permitted fasteners, find the appropriate table in Chapter 9 (an excerpt is shown in Figure 9), find the connection description in the table (highlighted), then select the fastener that works with your tooling and customer requirements.

The table illustrated in Figure 9 shows the top plate-to-stud or sole plate-to-stud connection can be made as an end-nail connection with the commodity fasteners or HurriQuake® nails using quantity listed. For example, two 3.5” x 0.162” nails can be used, or at the same time, three HQ1 fasteners or four 3” x 0.120” nails can be used as substitutes. All of the alternatives listed for each connection will provide perfomance that meets or exceeds the prescribed connection in model building codes.

Examples [Fasteners for Roof, Wall and Floor Sheathing]The determination of the correct fasteners for roof, wall, and floor sheathing attachment can also be done using prescriptive tables, but some information about the loads and the framing systems are needed to correctly use the tables. The examples are for selecting

a fastener and fastener schedule when either (1) a given shear load is to be resisted or (2) the prescribed fastener must be substituted.

Fastener Schedule to Resist a Known Shear LoadFinding the fastener and installation schedule in the tables is accomplished by first completing the worksheet of Figure 10. Follow this procedure to identify suitable alternative fasteners: > Use the component and sheathing information to locate the correct design table. > Scan the design table to find the design cell(s) that meet or exceed the required shear resistance.

> From the design cell, scan across the row to the left of the table to find the appropriate fastener and scan up the column to the heading to find the required nail spacing.

As an example, consider that it has been determined that a shear wall needs to resist a shear force of 400 lbf/ft. OSB, 7/16” thickness is the sheathing that is intended to be used on framing spaced 24 inches on center. The framing members are Douglas Fir-Larch. Find the appropriate nails and spacing. First, complete the table locator specification sheet. The completed table locator specification sheet is used to find Table 20 Guide, Chapter 12

Attribute Responses Conditions

Component Shear wall or Diaphragm

Type of sheathing OSB, Structural 1 plywood, other

Sheathing thickness 3/8”, 7/16”, 15/32”, 19/32”, 23/32”

Framing spacing 16” or 24”

Case number (sheathing layout floors and roofs)

1,2,3,4,5,6

Blocking (floors and roofs) Yes or No

Framing thickness 2” or 3”

Species of wood framing DF/SP or other

Figure 10. Table locator specification sheet to identify the applicable table for sheathing


Component Shear wall or Diaphragm Shear wall

Type of sheathing OSB, Structural 1 plywood, other OSB

Sheathing thickness 3/8”, 7/16”, 15/32”, 19/32”, 23/32” 7/16”

Framing spacing 16” or 24” 24


1,2,3,4,5,6 NA

Blocking (floors and roofs) Yes or No NA

Framing thickness 2” or 3” 2”

Species of wood framing DF/SP or other DF

An example for a shear wall with the determined conditions below.




10

(Shear wall, 7/16” OSB sheathing), which is the appropriate table for this component built with this specific sheathing and framing. The table is been reproduced in this section for convenience as Figure 11.

The highlighted cells reference the fastener at the largest fastener spacing that meets the requirement. Enter the table at the cell that meets the required shear resistance. Look to the left of the table (Product code column) and find the fasteners that provide the required resistance (HQ1, HQ2 or I). Look up the column to find the perimeter nail spacing (4 inch). The Product codes can be translated utilizing the Product Code letters in the tables of Bostitch®

fasteners in Guide, Section 14. In this case, the use of the HQ1 may be a better choice because it minimizes the chance of splitting of the framing members.

Fastener Substitution for a Prescribed FastenerThe building codes give a fastener schedule based on a sheathing thickness and fastener size for a specific application. However, job site conditions and fastener availability may force the choice of an alternate fastener or a different spacing. The Guide can be used to”translate” the code specified prescriptive fastener to an acceptable substitute.

For example, if a standard floor is to be built in compliance with the 2006 IRC in a 100 mph wind zone and a seismic category D2, a permissible fastener and spacing would be 2.5” x 0.131” nail at 6” edge and 12” field spacing. For this example, the building construction is 19/32” Plywood sheathing, 24” on center joist spacing, the joists are DF-L, and the floor is not blocked.

In order to determine an equivalent fastener, complete the table locator specification sheet as shown.

The design information identifies Table 17 in the Guide as the applicable table for fastener alternatives. The table is reproduced as Figure 12 for convenience.

First, determine the resistance of the prescriptive code fastener, which is the cell where the prescribed Fastener row intersects with the Unblocked Diaphragm Cases column. This design cell shows 180 lbf/ft as highlighted in Figure 12.

Then, any fastener that provides a resistance equal to or greater than 180 lbf/ft can be used. If the diaphragm remains unblocked, HQ1, HQ2, or I (3” x 0.148”) are substitutes at the same spacing. Changes in the diaphragm construction

Product code

Nail diameter (inches)

Minimum fastener length (inches)

Allowable shear wall values, Fv (lb/ft) 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

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


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will have an effect on the choice of fastener. For example, by blocking the diaphragm, a small fastener such as an 0.092” diameter can be used at a 4”edge and 12” field spacing, and achieve the same design capacity.


Component Shear wall or Diaphragm Diaphragm

Type of sheathing OSB, Structural 1 plywood, other Other

Sheathing thickness 3/8”, 7/16”, 15/32”, 19/32”, 23/32” 19/32”

Framing spacing 16” or 24” 24


1,2,3,4,5,6 Unblocked 2-6

Blocking (floors and roofs) Yes or No Unblocked

Framing thickness 2” or 3” 2

Species of wood framing DF/SP or other DF

Fastener Blocked diaphragms Unblocked diaphragms

Product code

Nominal diameter (inch)

Minimum length (inches)

Framing minimum width (inches)

Fastener spacing (in.) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (cases 3, 4) and at all panel edges (cases 5, 6)

Fasteners spaced 6” maximum at supported edges

6 4 2.5 2

Nail spacing at other panel edges (cases 1, 2, 3, 4)

Case 1 Cases 2, 3, 4, 5, 6

6 6 4 3

HQ1 0.113 2 1/2 2 310 415 620 705 280 210HQ1 3 350 465 695 790 310 235HQ2 0.131 2 1/2 2 365 490 740 835 330 245HQ2 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

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

[[ Single-Nail Withdrawal Design ]][[ Single-Nail Withdrawal Design ]]



he HurriQuake® nails are designed for withdrawal using design functions that are different from the NDS withdrawal function for nails. The HurriQuake®

design functions are based on statistical analysis of test data. In the NDS, equation, G= specific gravity of the main member, and D is the diameter of the nail, and in the HurriQuake® equations, G is specific gravity of the main member and diameter is included as a constant, 0.113” or 0.131”. The result of the NDS and HurriQuake® equations (W) is the withdrawal resistance per inch of penetration in the main member for normal duration loads.

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

nail of the same diameter. The HQ4 provides more than three times the withdrawal resistance of the 8d common. The HQ1 and HQ2 can be substituted for sheathing nails as big as 10d common (3” x 0.148”) for withdrawal applications and at the same time the HurriQuake® nails will improve design capacity.

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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.

NDS withdrawal design HQ withdrawal design

W=1380G2.5D HQ1 and HQ3: W=1555G1.4.113

HQ2 and HQ4: W=1495G1.5.131

The result of the NDS and HurriQuake® equations (W) is the withdrawal resistance per inch of penetration in the main member for normal duration loads.

Given: The framing is SPF (G=0.42), and the side member is 7/16” OSB.

What is the normal duration withdrawal resistance of an 8d common nail?

W8dcom=21 lbf/” and Lm = 2.5”. -0.4375” = 2.06”R8dcom = 20.7 lbf/” x 2.06” = 42.6 lbf

What is the normal duration withdrawal resistance of an HQ1 nail?

WHQ1 = 52 lbf/” and Lm = 2.5” -0.4375”. = 2.06”RHQ1 = 52 lbf/” x 2.06” = 107 lbf

Withdrawal example

* The HQ3 and HQ4 are 3” long versions of the HurriQuake® nail. They may require special nailers for proper installation.


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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

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

[[ Single-Fastener Connection Lateral Shear Design ]][[ Single-Fastener Connection Lateral Shear Design ]][[ Single-Fastener Connection Lateral Shear Design ]]


[[ Single-Fastener Connection Lateral Shear Design ]]

14

o determine the allowable shear design value, the Z-value is multiplied by all applicable adjustment factors, e.g., duration of load, moisture, temperature,

end-grain, and toe-nail adjustment factors.

Input for the calculations with the yield limit equations includes, nail diameter, thickness of side member, penetration in main member, dowel bearing capacity of main member from NDS tables, dowel bearing capacity of side member and bending yield strength of the fastener.

Most sheathing-to-framing connections are controlled by the Mode IIIs yield limit. Some connections with large nails and thin side members can be controlled by Mode Is, where the strength of the side member controls the connection design. Regardless of the yield limit, the reduction factor is in the range of 3.5 to 5.0.

The HurriQuake® nail shear design values are based on test data and a reduction factor of 5.0 rather than yield limit equations. Their safety factor has been evaluated and exceeds many nails. Shear design values for the HurriQuake® nails can be estimated using the yield limit equations, but the resulting design values will be extremely conservative. Test data shows that for sheathing applications, the Hurriquake® safety factors are in the range of 9 to 12 for connections designed with the yield limit equations, which is approximately twice the factor of safety for smooth-shank and deformed-

shank nails. For this reason, it is recommended that shear design is done using the design functions as presented in this document when calculating Z-values for HurriQuake® nails. At the same time, the HurriQuake® design functions for lateral shear should not be applied to other deformed-shank nails because the result will have an unknown level of safety.

8.1 Sheathing-to-Framing ConnectionsDesign for sheathing that is part of a lateral force resisting system relies on the shear resistance of single-fastener connections as well as the sheathing material and the framing specific gravity. Reference design values for smooth and deformed shank nails can be calculated using the NDS yield mode equations. The HurriQuake® equation format provides the designer with easy to use functions for single-fastener lateral shear resistance based on the known framing and sheathing. The HurriQuake® design functions are based on statistical analysis of test data. The yield mode for HurriQuake® nails with sheathing is almost always Mode IIIs. Mode I and Mode II do not occur with plywood and OSB sheathing products and typical sheathing nails.

Design values of Table 4 or values calculated from the design functions of Table 5 shall be multiplied by appropriate adjustment values following the NDS, which includes (ASD) duration of load, wet service, temperature, group action, end-grain, diaphragm, and toe-nail adjustments.

The example shows that for the lateral capacity of the example connection, HQ1 will have lateral resistance that is 50% greater than the lateral resistance of the 8d common. This design example also shows that the smaller HQ1 can offer superior connection strength to the larger HQ2 nails in this particular connection. The HurriQuake® nails with a smaller shank diameter work better here because they have a slightly larger head-to-shank area ratio than the HQ2. Analysis shows that the HQ1 and HQ2 can be substituted for the 10d common

|| 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.

Mode Im Yield in the main member

Mode Is Yield in the side member

Mode II Yield by fastener grid rotation

Mode IIIm Fastener yield with a single plastic hinge within main member

Mode IIIs Fastener yield with a single plastic hinge within side member

Mode IV Fastener yield with two plastic hinges

[[ Single-Fastener Connection Lateral Shear Design ]][[ Single-Fastener Connection Lateral Shear Design ]]

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(3” x 0.148”) in most all shear wall and diaphragm applications with improved design capacity.Example [Lateral resistance of single-fastener connections]Given: The framing is SPF-South (G=0.36), and the sheathing is 3/8” Structural 1 Plywood.

What is the single–fastener lateral shear resistance (Z) for an 8d common for normal duration loads?Find the values for dowel bearing capacity for the main and side members in the NDS, Chapter 11. For the fram-ing material, Fem=2550 psi, and for the plywood, Fes=4650 psi. The geometry of the connection is L=2.5”, Ls=0.375”, and penetration in the main member

Lm=2.5”-0.375”=2.125” Check the penetration to diameter ratio, 2.125” / 0.131” = 16.2, and 16.2 > 10, therefore penetration is sufficient. Using the NDS yield limit equations, the controlling resistance is Z8dcom=58.4 lbf (Mode IIIs).

Product code Nail diameter Side member (thickness, material)

Lateral shear resistance, Z (lbf) by main member specific gravity0.42 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

I 0.148 80 81 87 90

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

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

[[ Single-Fastener Connection Lateral Shear Design ]][[ Single-Fastener Connection Lateral Shear Design ]][[ Single-Fastener Connection Lateral Shear Design ]]



What is the single-fastener shear resistance for HQ1 and HQ3 with the same framing and sheathing combination as the previous example?

Use the equation from the evaluation report for nail diameter 0.113” and side member 3/8-” Structural 1 Plywood, ZHQ113=125G0.345. Then, ZHQ113=125(0.36)0.345=87.9 lbf

What is the single-fastener shear resistance for HQ2 and HQ4 with the same framing and sheathing combination?

Use the equation from the evaluation report for nail diameter 0.131” and side member 3/8-in, Structural 1 Plywood, ZHQ131=180G0.800. Then, ZHQ131=180(0.36)0.800=79.5 lbf.

8.2 Connections for 2-by Members to Members of the Same Specific GravityThe nails listed in the upper portion of Table 6 have either smooth or deformed shanks. The lateral shear capacity of smooth-shank and deformed-shank framing connections (Z) is from the NDS yield limit equations. However, the HurriQuake® design capacities are based on tests with HurriQuake® nails. Testing in an accredited laboratory

16

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 DOC PS1 and PS2

3/8 150G 0.750

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 DOC PS1 and PS2

3/8 150G 0.750

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, Fes, for wood structural panels are according to NDS Table 11.3.2B, and Fyb=100,000 psi.

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

[[ Single-Fastener Connection Lateral Shear Design ]][[ Single-Fastener Connection Lateral Shear Design ]]

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showed that many typical code- recognized fasteners have reduction factors less than 5, while the design values for HurriQuake® nails are based on reduction factors of 5.0.

Lateral shear design values for 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),

Fastener Connection lateral strength, Z (lbf), by specific gravity

Product code Length (inch) Shank diameter (inch)

0.42 (SPF) 0.43 (Hem-Fir) 0.5 (DF-L) 0.55 (SP)

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

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

HQ1 ZHQ1 = 175G1.2

HQ2 ZHQ2 = 195G1.2

HQ3 ZHQ3 = 370G1.5

HQ4 ZHQ4 = 245G0.9

These design functions should not be used for other fasteners because the result is valid only for HurriQuake® nail products.

[[ Prescriptive Framing Connections ]][[ Prescriptive Framing Connections ]]



18

ingle fastener connections are calculated by using the NDS yield limit equations assuming that the connection is a face-nail connection. Then, end-nail connections and

toe-nail connections are calculated using the face-nail connection design value that is adjusted for the end-nail or toe-nail geometry. For toe-nail connections the adjustment is for shear or withdrawal depending on the planned loading. End-nail connections are adjusted only for shear because withdrawal resistance cannot be assigned to end-nail connections.

Framing connections can be made with either smooth-shank nails or deformed-shank nails. If the connections are being calculated, the same NDS yield limit equations are used for smooth-shank nails and deformed shank nails. Allowable lateral shear design values cannot be increased for generic deformed-shank nails. The

HurriQuake® nails have lateral shear design functions that are a discussed in Chapter 8 of this Guide. The HurriQuake® functions are used where the main and side members of the connection have the same specific gravity and the side member is assumed to be 1-1/2” thick. The HurriQuake® design functions cannot be used to design connections with commodity nails.

For this Guide, framing connections are divided into Floor, Wall, and Roof and Ceiling Connections. Each entry in the tables includes a description of the connection. The parenthetical number, e.g., (1), (2), (3), etc., corresponds to the number in the IBC Fastening Schedule. The type of connection, e.g., face-nail, toe-nail, or end-nail, is shown in brackets [F, T, or E]. The tables show the number of HurriQuake® nails and other nails that will produce performance equivalent to that of the codes.

|| 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.

Connection Description HurriQuake® Commonly Available Bostitch® Fasteners [other fasteners see pg. 38] Product CodeJoist-to-band joist (29)[E] Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing

HQ1 4 3.5 x 0.162 RH-S16D162EP 3 LHQ2 4 3 x 0.148

3.25 x 0.1313 x 0.131


5 IG.HG,H

3.25 x 0.1203 x 0.120

S12D-FHS12D-FH

6 FF

Ledger strip (30)[F] HQ1 4 3.5 x 0.162 RH-S16D162EP 3 L

3 x 0.1483.25 x 0.1313 x 0.131


4 IG.HG,H

HQ2 4 3.25 x 0.1203 x 0.120

S12D-FHS12D-FH

4 FF

Joist-to-sill or girder (1)[T] HQ1 3 2.5 x 0.1313 x 0.1483.25 x 0.131

S8D131-FHRH-S1D0148EPS12D131-FH

3 G,HIG,H

HQ2 3 3 x 0.1313.25 x 0.1203 x 0.120

S10D131-FHS12D-FHS10D-FH

4 G,HFF

vTable 7. Prescriptive floor framing connectionsjoist-to-band joist (29)(E)

ledger strip (30)(F)

joist-to-sill or girder (1)(T)


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Fasteners: A Complete Guide[[ Prescriptive Framing Connections ]][[ Prescriptive Framing Connections ]]

19

Connection Description HurriQuake® Commonly Available Bostitch® Fasteners [other fasteners see pg. 38] Product CodeBlocking (joist or rafter) to top plate

(13)[T]Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing

HQ1 3 2.5 x 0.1313 x 0.1483.25 x 0.131

S8D131-FHRH-S10D148EPS12D131-FH

3 GIG,H

3 x 0.1313.25 x 0.1203 x 0.120


4 G,HFF

HQ2 3

Bridging-to-joist (2)[T](fasteners at each end)

HQ1 2 2.5 x 0.131 S8D131-FH 2 G,H

3.25 x 0.1203 x 0.1202.375 x 0.113

S12D-FHS10D-FHS8D-FH

3 FFE,D

HQ2 2 2 x 0.113 S6D-FH 4 E,D

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 0.1483.25 x 0.1313 x 0.1313.25 x 0.120

RH-S10D148EPS12D131-FHS10D131-FHS12D-FH

6 in oc IG,HG,HF

3 x 0.120 S10D-FH 4 in oc F

2.375 x 0.113 S8D-FH 6 in oc E,DHQ2 6 in oc 2 x 0.113

2.25 x 0.099S6DFH 3 in oc E,D

B,C

Built-up girders and beams, 2” layers (IRC)[F]

HQ1 — 3.5 x 0.1623 x 0.1483.25 x 0.1313 x 0.131

RH-S16D162EPRH-S10D148EPS12D131-FHS10D131-FH

3, 24 in oc LIG,HG,H

3.25 x 0.1203 x 0.120

S12D-FHS10D-FH

3, 16 in oc FF

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 LHQ2 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

Table 7. [continued]

bridging to joist (2)(T)

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

blocking (joist or rafter) to-top plater (13)(T)

built-up girders and beams

sole plate-to-joist or blocking (6)(F)




20

Connection Description HurriQuake® Commonly Available Bostitch® Fasteners [other fasteners see pg. 38] Product CodeTop or sole plate-to-stud (7)[E] Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing

HQ1 3 3.5 x 0.162 RH-S16D162EP 2 L

HQ2 3 3 x 0.1483.25 x 0.1313 x 0.131


3 IG,HG,H

3.25 x 0.1203 x 0.120

S12D-FHS10D-FH

4 FF

Top or sole plate-to-stud (8)[T] HQ1 4 3.5 x 0.162 RH-S16D62EP 3 L

3 x 0.1483.25 x 0.1313 x 0.1313.25x 0.1203 x 0.1202.5 x 0.131

RH-S10D148EPS12D131-FHS10D131-FHS12D-FHS10D-FHS8D131-FH

4 IG,HG,HFFG,H

HQ2 4 2.375 x 0.1132 x 0.1132.25 x 0.099

S8D-FHS6D-FH

5 D,ED,EB,C

Top plate laps and intersections (13)[F]

HQ1 3 3.5 x 0.162 RH-S16D162EP 2 each side L

HQ2 3 3 x 0.1483.25 x 0.1313 x 0.1313.25 x 0.1203 x 0.120

RH-S10D148EPS12D131-FHS10D131-FHS12D-FHS10D-FH

3 each side IG,HG,HFF

Double top plate splices (10)[F] HQ1 10 3.5 x 0.162 RH-S16D162EP 8 LHQ2 10 3 x 0.131 S10D131-FH 12 G,H

3.5 x 0.135 RH-S16D135EP 8 M

Sole plate-to-joist or blocking at braced walls (6)[F]

HQ1 4 3.5 x 0.135 RH-S16D135EP 3 per 16” M

3.5 x 0.162 RH-S16D162EP 2 per 16” LHQ2 4 3 x 0.148

3.25 x 0.131S12D131-FHS12D131-FH

3 per 16” IG,H

3 x 0.1313.25 x 0.1203 x 0.120


4 per 16” G,HFF

Table 8. Prescriptive wall framing connections



top plate laps and intersections (13)(F)

dbouble top plate slices (10)(F)

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


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21

Connection Description HurriQuake® Commonly Available Bostitch® Fasteners [other fasteners see pg. 38] Product CodeSole plate-to-joist or blocking (6)[F] Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing

HQ1 1, 12 in oc 3.5 x 0.162 RH-S16D162EP 16 in oc L

HQ2 1, 16 in oc 3 x 0.1483.25 x 0.1313 x 0.1313.25 x 0.1203 x 0.120


8 in oc IG,HG,HFF

Double top plates (10)[F] HQ1 1, 12 in oc 3 x 0.1483.5 x 0.162

RH-S10D148EPRH-S16D162EP

16 in oc IL

HQ2 1, 12 in oc 3.25 x 0.1313 x 0.1313.25 x 0.1203 x 0.120

S12D131-FHS10D131-FHS12D-FHS10D-FH

12 in oc G,HG,HFF

Double studs (9)[F] HQ1 1, 8 in oc 3 x 0.1483.5 x 0.162


12 in oc IL

HQ2 1, 8 in oc 3.25 x 0.1313 x 0.1313.25 x 0.1203 x 0.120


8 in oc G,HG,HFF

Built-up corner studs (23)[F] HQ1 1, 24 in oc 3.5 x 0.162 RH-S16D162EP 24 in oc L

3 x 0.1483.25 x 0.1313 x 0.131


16 in oc IG,HG,H

HQ2 1, 24 in oc 3.25 x 0.1203 x 0.120

S12D-FHS10D-FH

12 in oc FF

Table 8. [continued]sole plate-to-joist blocking at braced walls (6)(F)

dbouble top plate (10)(F)

double studs (9)(F)

built-up corner studs (23)(F)




22

Connection Description HurriQuake® Commonly Available Bostitch® Fasteners [other fasteners see pg. 38] Product CodeCeiling joist-to-plate (15)[T] Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing

HQ1 5 3.5 x 0.162 RH-S16D162EP 3 L

3 x 0.148 RH-S10D148EP 4 I

HQ2 4 3.25 x 0.1313 x 0.1313.25 x 0.1203 x 0.1202.375 x 0.113

S12D131-FHS10D131-FHS12D-FHS10D-FHS8D-FH

5 G,HG,HFFD,E

Ceiling joist laps over partition (17)[F] HQ1 4 3.5 x 0.162 RH-S16D162EP 3 LHQ2 4 3 x 0.148

3.25 x 0.1313 x 0.1313.25 x 0.1203 x 0.120


4 IG,HG,HFF

Ceiling joist-to-parallel rafter (18)[F] HQ1 4 3.5 x 0.162 RH-S16D162EP 3 L

HQ2 4 3 x 0.1483.25 x 0.1313 x 0.1313.25 x 0.1203 x 0.120


4 IG,HG,HFF

Collar tie-to-rafter (26)[F] HQ1 4 3.5 x 0.1623 x 0.148


3 LI

HQ2 4 3.25 x 0.1313 x 0.1313.25 x 0.1203 x 0.120


4 G,HG,HFF

Jack rafter-to-hip (28)[T] HQ1 4 3 x 0.1483.5 x 0.162


3 IL

HQ2 4 3.25 x 0.1313 x 0.1313.25 x 0.1203 x 0.120


4 G,HG,HFF

Table 9. Prescriptive roof and ceiling framing connections

ceiling joist-to-plate (15)(T)

ceiling joist laps over partition (17)(F)

ceiling joist to parallel rafter (18)(F)

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

jack rafter-to-hip (28)(T)


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23

Connection Description HurriQuake® Commonly Available Bostitch® Fasteners [other fasteners see pg. 38] Product CodeJack rafter-to-hip (28)[F] Nail Quantity Length x Diameter (inch) Catalog # Quantity or Spacing

HQ1 3 3.5 x 0.162 RH-S16D162EP 2 L

HQ2 3 3 x 0.1483.25 x 0.1313 x 0.131


3 IG,HG,H

3.25 x 0.1203 x 0.120

S12D-FHS10D-FH

4 FF

Roof rafter-to-plate (19)[T] HQ1 3 2.5 x 0.1313.5 x 0.1623 x 0.1483.25 x 0.1313 x 0.131

S8D131-FHRH-S16D162EPRH-S10D148EPS12D131-FHS10D131-FH

3 GLIG,HG,H

HQ2 3 3.25 x 0.1203 x 0.120

S12D-FHS10D-FH

4 FF

2.375 x 0.1132 x 0.113

S8D-FHS6D-FH

5 D,ED,E

2.25 x 0.099 6 B,C

Roof rafter-to-2x ridge (28)[T] HQ1 3 3.5 x 0.162 RH-S16D162EP 2 L

HQ2 3 3 x 0.1483.25 x 0.1313 x 0.131


3 IG,HG,H

3.25 x 0.1203 x 0.120

S12D-FHS10D-FH

4 FF

Roof rafter-to-2x ridge (28)[F] HQ1 3 3.5 x 0.162 RH-S16D162EP 2 L

3 x 0.1483.25 x 0.1313 x 0.131


3 IG,HG,H

HQ2 3 3.25 x 0.1203 x 0.120

S12D-FHS10D-FH

4 FF

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

roof rafter-to-plate (19)(T)

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

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

[[ Fastening Metal Hardware ]][[ Fastening Metal Hardware ]]



24

he appropriate nail for the steel connector is determined by the connector manufacturer and it is up to the builder, engineer or architect to ensure

an acceptable fastener is used in the application. The overall strength and stiffness of the connector typically relies on the fastener so it is essential the correct fastener is used. The first step to determining the correct fastener for a specific use is to consult the metal hardware manufacturer’s literature for the specific connector and determine the fastener specification in terms of diameter and length. Often, fasteners for metal connectors are shorter than nails used for other framing connections, but the length depends upon the specific connectors. Careful review of the table notes is necessary. If in doubt, contact the connector manufacturer prior to installation.

The Stanley® Bostitch® MCN nails are offered in five nail sizes: > 0.131” by 1-1/2” > 0.131” by 2-1/2”> 0.148” by 1-1/2”> 0.148” by 2-1/2” > 0.162” by 2-1/2”

Due to the critical nature of the MCN fasteners applications, a raised identification symbol is applied to Stanley® Bostitch® nail heads during manufacturing (Figure 13). The head marking facilitates inspection and verification of size after installation.

Each size of MCN nail is available as bright or galvanized and the nails are available in heat-treated steel or non-heat-treated steel. The same design values for shear and withdrawal resistance are assigned to heat treated and non-heat treated nails but the heat-treated nails can penetrate the steel plate if the hole in the connector is missed during application. The galvanized MCN nails are mechanically galvanized with a zinc coating of 1 oz/ft2, which meets the specifications in ASTM B695, Class 55 and is equivalent to the zinc level of ASTM A153, Class D as shown in ESR-1482. Compliance of Stan-ley® Bostitch® MCN nails with the IBC and IRC is recognized in ICC-ES evaluation report ESR-2122.

Design ValuesThe withdrawal and lateral design values of the MCN nails are calculated using the formulas of the NDS. Metal plate connector nails have minimum bending yield strength (Fyb) in compliance with ASTM F1667 for low and medium carbon steel nails, which are100,000 psi for the 0.131”-diameter nails and 90,000 psi for the 0.148”and 0.162” nails. If the MCN nails are heat-treated, then the actual Fyb values are increased but the same basic Fyb has been used in the calculation of connection capacity.

In general, the shear designs of thinner metal side members (No. 10 to No. 20 gauge) are governed by the Mode IIIs yield mode, while the thicker side members (No. 3 gauge and No. 7 gauge) are controlled by Mode IV. Table 10 gives typicaldesign values for MCN fasteners, wood and metal plate combinations based on the NDS yield limit equations.

|| 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.

Figure 13. Illustration of the MCN nail head identification marking.

B1

0.131” x 1-1/2”

B2

0.131” x 2-1/2”

B3

0.148” x 1-1/2”

B4

0.148” x 2-1/2”

B5

0.162” x 2-1/2”


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25

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

B5 MCN5 0.162 × 2-1/2 211 194 170

1Lateral design values are for normal loads and must be multiplied by all applicable adjustment factors in the applicable code.

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.

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

© Stanley Fastening Systems L.P. | Briggs Drive, East Greenwich, Rhode Island 02818 | www.bostitch.com26

he most recognizable diaphragms are the roof, whether flat or gable, and the floors. The published building code diaphragm design values are based

on work by the APA-The Engineered Wood Association. Unit shear values for wind and seismic forces are calculated using a numerical model that relies on the lateral shear design values of single-fastener connections and incorporates important construction details such as framing spacing, perimeter fastening schedule, sheathing panel grade, and failure due to sheathing buckling. The model employs coefficients derived from test data and the model was validated by full-scale tests. The HurriQuake® diaphragm design values are based on a similar general model that uses the single-fastener connection capacity and is calibrated to the building code model. Unit shear design values are given in Tables 11 to 18 for sheathing materials based on thickness and grade.

Diaphragm Design and Construction DetailsDiaphragm design values are for:< Wind or seismic loadings< Douglas-fir (G=0.50) or Southern Pine (G=0.55) framing< Framing spacing is 24” o.c. unless otherwise stated< Wood structural panels are attached to and in contact with the framing.

Diaphragm Design Adjustments1. All requirements of the applicable building code pertaining to diaphragm design and construction shall be met.2. The tabulated values are for short-term loads and should be reduced for normal duration of load by 40 percent based on the duration of load factor of 1.6 and a diaphragm nailing factor of 1.1.3. Adjustment for lumber specific gravity: Allowable shear values for diaphragms shall be adjusted for lumber specific gravity – when 0.42≤G<0.5, then multiply by 0.82, if G<0.42, then multiply by 0.65.4. 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

calculated for the HQ1 nail as en = (vn/400)2.99 and for the HQ2 nails, en = (vn/600)2.50 where vn=shear load (lbf) per fastener.

Diaphragm Construction Details1. Plywood rated sheathing includes C-D, and C-C Exterior Sheathing and other panel grades covered by PS1 or PS2.2. Nails with”T”, brad, or casing heads are not permitted for sheathing attachment. When framing spacing is 24” o.c., field fasteners shall be spaced a maximum of 12” o.c. and 6” o.c. when the framing is spaced 48” o.c.3. Where the nails with shank diameter ≥ 0.148”, penetration ≥ 1-5/8”, and spacing ≤ 3” o.c., framing shall be at least 3” nominal at the panel edges and nails shall be staggered. 4. Where the nails are spaced ≤ 2-1/2” o.c., framing members at adjoining panel edges shall be at least 3” nominal thickness. 5. Staples shall be installed with the crown parallel to the long dimension of the framing lumber.6. Plywood with thickness ≤1-1/8” is permitted with fastener penetration ≥ 10d, where d = fastener nominal diameter.

Diaphragm Design CasesDiaphragm design is based on framing and panel layout relative to the load direction. Appropriate use of the design tables relies on construction following the layout configurations as described by”Blocked” and”Unblocked” Cases 1 to 6. A”Blocked Diaphragm” has all sheathing edges supported by framing or blocking. An”Unblocked Diaphragm” has no blocking, which means that two edges of the panel are not fully supported. Unblocked diaphragms have lower shear resistance then blocked diaphragms. Cases 1 to 4 have panel joints that are staggered in one direction, while Cases 5 and 6 have panel joints that are aligned in both directions. Figure 14 (a to f) illustrates the framing--load direction--panel layout configurations of Cases 1 to 6. Unit shear resistance values are given in Tables 7 to 14 for different sheathing materials.

|| 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.

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27

Load FramingCASE 5

BlockingContinuous panel joints

CASE 4Load

Continuous panel joints

LoadCASE 6

Continuous panel joints Blocking

Framing

CASE 3

Continuous panel joints

LoadLoadCASE 2 Blocking if used

Diaphragm boundary

LoadCASE 1 Framing

Diaphragm design cases: (a) Case 1 -- Load direction parallel to framing; panel strength axis per perpendicular to load and 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.

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



Product code

Nominal diameter (inches)



Fastener spacing (“) at diaphragm boundar-ies (all cases), at continuous panel edges parallel to load (cases 3, 4) and at all panel edges (cases 5, 6)


6 4 2.5 2


Case 1 Cases 2, 3, 4, 5, 6

6 6 4 3

HQ1 0.113 2 1/2 2 305 405 605 685 270 200HQ1 3 340 455 680 770 305 230HQ2 0.131 2 1/2 2 310 415 625 705 280 210HQ2 3 350 465 700 790 310 235G,H 0.131 2 1/2 2 270 360 530 600 240 180G,H 3 300 400 600 675 265 200F 0.120 3 2 230 305 455 515 200 150F 3 255 340 510 580 225 170D,E 0.113 2 2 205 275 410 465 180 135D,E 3 230 305 460 520 205 155B,C 0.099 2 1/4 2 165 215 325 370 145 110B,C 3 185 245 365 415 160 120A 0.092 2 1/4 2 145 190 290 325 130 95A 3 160 215 325 365 145 110J 15 gauge 1 3/4 2 220 290 435 495 195 145J 3 245 325 490 555 215 165K 16 gauge 1 1/2 2 175 235 350 400 155 115K 3 200 265 395 450 175 130

Table 11. Diaphragm unit shear allowable design values for wind and seismic. Sheathing: 3/8” structural 1 plywood.


Product code




Fastener spacing (“) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (cases 3, 4) and at all panel edges (cases 5, 6)


6 4 2.5 2


Case 1 Cases 2, 3, 4, 5, 6

6 6 4 3

HQ1 0.113 2 1/2 2 285 380 565 640 255 190HQ1 3 320 425 635 720 285 215HQ2 0.131 2 1/2 2 285 385 570 645 260 195HQ2 3 320 430 340 725 290 215

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

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29


Product code






6 4 2.5 2


Case 1 Cases 2, 3, 4, 5, 6

6 6 4 3

HQ1 0.113 2 1/2 2 305 405 605 685 270 200HQ1 3 340 455 680 770 305 230HQ2 0.131 2 1/2 2 310 415 625 705 280 210HQ2 3 350 465 700 790 310 235I 0.148 3 2 320 425 640 730 285 215I 3 360 480 720 820 320 240G,H 0.131 2 1/2 2 270 360 530 600 240 180G,H 3 300 400 600 675 265 200F 0.120 3 2 230 305 455 515 200 150F 3 255 340 510 580 225 170D,E 0.113 2 2 205 275 410 465 180 135D,E 3 230 305 460 520 205 155B,C 0.099 2 1/4 2 165 215 325 370 145 110B,C 3 185 245 365 415 160 120A 0.092 2 1/4 2 145 190 290 325 130 95A 3 160 215 325 365 145 110J 15 gauge 1 3/4 2 215 290 435 495 195 145J 3 245 325 490 555 215 165K 16 gauge 1 1/2 2 175 235 350 400 155 115K 3 200 265 395 450 175 130



Product code






6 4 2.5 2


Case 1 Cases 2, 3, 4, 5, 6

6 6 4 3

HQ1 0.113 2 1/2 2 400 535 800 905 360 270HQ1 3 450 600 900 1020 300 200HQ2 0.131 2 1/2 2 405 545 815 820 365 275HQ2 3 460 610 915 1035 410 305




Product code






6 4 2.5 2

Nail spacing at other panel edges (cases 1, 2, 3, 4) Case 1 Cases 2, 3, 4, 5, 66 6 4 3

HQ1 0.113 2 1/2 2 240 320 480 545 215 160HQ1 3 270 360 540 610 240 180HQ2 0.131 2 1/2 2 245 330 500 565 220 165HQ2 3 280 370 560 565 220 165G,H 0.131 2 1/2 2 240 320 480 545 215 160G,H 3 270 360 540 610 240 180F 0.120 3 2 210 280 420 475 185 140F 3 235 315 470 530 210 155D,E 0.113 2 2 185 250 375 425 165 125D,E 3 210 280 420 475 185 140B,C 0.099 2 1/4 2 145 195 295 335 130 100B,C 3 165 220 330 375 145 110A 0.092 2 1/4 2 130 170 260 290 115 85A 3 145 195 290 330 125 95J 15 gauge 2 195 260 390 445 175 130J 3 220 295 440 495 195 145K 16 gauge 1 1/2 2 160 210 315 360 140 105K 3 180 235 355 400 160 120

Table 15. Diaphragm unit shear allowable design values for wind and seismic. Sheathing: 3/8” plywood rated sheathing.


Product code






6 4 2.5 2


HQ1 0.113 2 1/2 2 275 365 454 620 245 185HQ1 3 310 410 615 695 275 205HQ2 0.131 2 1/2 2 300 400 600 680 270 200HQ2 3 340 450 675 765 300 225I 0.148 3 2 290 385 575 655 255 190I 3 325 430 650 735 290 215G,H 0.131 2 1/2 2 265 355 535 605 235 180G,H 3 300 400 600 680 265 200F 0.120 3 2 230 305 455 515 200 150F 3 255 340 510 580 225 170D,E 0.113 2 2 205 275 410 465 180 135D,E 3 230 305 460 520 205 155B,C 0.099 2 1/4 2 165 215 325 370 145 110B,C 3 185 245 365 415 160 120A 0.092 2 1/4 2 145 190 290 325 130 85A 3 160 215 315 365 145 95J 15 gauge 2 195 260 390 445 175 130J 3 220 295 440 500 195 145K 16 gauge 1 1/2 2 160 210 315 360 140 105K 3 180 235 355 400 160 120


C11



31


Product code






6 4 2.5 2


HQ1 0.113 2 1/2 2 310 415 620 705 280 210HQ1 3 350 465 695 790 310 235HQ2 0.131 2 1/2 2 365 490 740 835 330 245HQ2 3 415 550 830 940 370 275I 0.148 3 2 320 425 640 730 285 215I 3 360 480 720 820 320 240G,H 0.131 2 1/2 2 270 360 540 610 240 180G,H 3 305 405 605 685 270 200F 0.120 3 2 230 310 465 525 205 155F 3 260 350 520 590 235 175D,E 0.113 2 2 210 280 420 475 185 140D,E 3 235 315 470 535 210 155B,C 0.099 2 1/4 2 170 225 340 385 150 115B,C 3 190 255 380 435 170 125A 0.092 2 1/4 2 150 205 305 345 135 100A 3 170 230 340 390 155 115J 15 gauge 2 215 290 435 495 195 145J 3 245 325 490 555 215 165K 16 gauge 1 1/2 2 175 235 350 400 155 115K 3 200 265 395 450 175 130



Product code




Fastener spacing (“) at diaphragm boundar-ies (all cases), at continuous panel edges parallel to load (cases 3, 4) and at all panel edges (cases 5, 6)


6 4 2.5 2


Case 1 Cases 2, 3, 4, 5, 6

6 6 4 3

HQ1 0.113 2 1/2 2 280 375 560 635 250 190HQ1 3 315 420 630 715 280 210HQ2 0.131 2 1/2 2 330 440 660 745 295 220HQ2 3 370 495 740 840 330 250



|| 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 on research by the APA-The Engineered Wood Association. Unit shear values for wind and seismic forces are calculated using a

numerical model that relies on the lateral shear design values of single-fas-tener connections and incorporates important construction details such as framing spacing, perimeter fastening schedule, sheathing panel grade, and failure due to sheathing buckling. The model employs coefficients derived from test data and the model was validated by full-scale tests. The Hurri-Quake® shear wall design values are based on a similar general model that uses the single-fastener connection capacity and incorporates the same construction variables. The HurriQuake® shear wall model is calibrated to the building code model. Unit shear design values are given in Tables 19 to 24 for sheathing materials based on thickness and grade.

Shear Wall Design and Construction DetailsThe shearwall tables are for: < Wind or seismic loadings< Douglas-fir (G=0.50) or Southern Pine (G=0.55) framing< Framing spacing is 24“ o.c. unless otherwise stated< Wood structural panels are attached to and in contact with the framing

Shear Wall Design Adjustments1. All requirements of the applicable building code pertaining to shear wall design and construction shall be met.2. The tabulated values are for short-term loads and should be reduced for normal duration of load by 40 percent based on the duration of load factor of 1.6 and a diaphragm nailing factor of 1.1.3. Adjustment for lumber specific gravity: Allowable shear values for shear walls shall be adjusted for lumber specific gravity – when 0.42≤G<0.5, then multiply by 0.82, when G<0.42, then multiply by 0.65.4. The values for 3/8” and 7/16” panels applied directly to framing may be increased to values shown for 15/32” thick panels of the same grade where the studs are spaced a maximum of 16“ o.c. or panels are applied with the strength axis across the studs.5. When negative pressure is a design consideration, fastener spacing shall be considered.

6. Nail slip (en) used in the shear wall deflection equation is calculated for the HQ1 nail as en = (vn/400)2.99 and for the HQ2 nails, en = (vn/600)2.50 where vn=shear load (lbf) per fastener.

Shear Wall Construction Details1. Panel edges shall be supported by framing members that are not less than 2” nominal thickness. 2. Panels shall be installed either horizontally or vertically.3. Plywood rated sheathing includes C-D, and C-C Exterior Sheathing and other panel grades covered by PS1 or PS2.4. When framing is 24“ o.c., field nailing for 3/8” and 7/16” panels shall be 6” o.c. For other conditions, space fasteners 12“ o.c. maximum.5. Where panels are applied to both faces of the wall and fastener spacing is less than 6” o.c. on either side, then panel joints shall be offset so that panel joints do not occur on both sides of the wall on the same framing members, or the framing members shall be 3” nominal or thicker and the fasteners on each side staggered.6. Where the nails with shank diameter ≥ 0.148“, penetration ≥ 1-5/8”, and spacing ≤ 3“ o.c., framing shall be at least nominal at the panel edges and nailsshall be staggered. 7. Where fasteners are spaced 2“ o.c., framing at adjacent panel edges shall be 3” nominal or wider.8. Nails with”T”, brad, or casing heads are not permitted for sheathing attachment. Staple crown width ≥ 7/16“. Staples shall be installed with the crown of the staple parallel to the long dimension of the framing lumber.9. Where allowable shear values exceed 350 lbf/ft, foundation sill plates and framing members with edge nailing from adjoining panels shall be at least 3” nominal members and nails shall be staggered. In structures assigned to Seismic Design Category D, E, or F in areas using the IBC, where shear design values exceed 450 lbf/ft (LFRD) or 350 lbf/ft (ASD), all framing members with edge nailing from adjacent panels shall be at least 3” nominal thickness and edge nailing shall be staggered.

10.

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Fasteners: A Complete Guide[[ Shear Wall Design ]]

Product code Nail diameter (inches)


Allowable shear wall values, Fv (lbf/ft)

Fastener spacing at panel edges (inches)6 4 3 2

Framing spacing: 16“ o.c.HQ1 0.113 2 1/2 320 500 640 845HQ2 0.131 2 1/2 320 490 640 835Framing spacing: 24“ o.c.HQ1 0.113 2 1/2 265 415 530 705HQ2 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

33

Table 19. Shear wall unit shear allowable design values (lbf/ft). Sheathing: 3/8” Structural 1 plywood.





Framing spacing: 16“ o.c.HQ1 0.113 2 1/2 310 465 620 790HQ2 0.131 2 1/2 320 490 640 835Framing spacing: 24“ o.c.HQ1 0.113 2 1/2 265 415 530 705HQ2 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

Table 20. Shear wall unit shear allowable design values (lbf/ft). Sheathing: 7/16” Structural 1 plywood or OSB.






HQ1 0.113 2 1/2 325 485 645 825HQ2 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 21. Shear wall unit shear allowable design values (lbf/ft). Sheathing: 15/32” Structural 1 plywood or OSB.





Framing spacing: 16” o.c.HQ1 0.113 2 1/2 265 395 525 745HQ2 0.131 2 1/2 260 395 525 665Framing spacing: 24” o.c.HQ1 0.113 2 1/2 220 325 435 620HQ2 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

Table 22. Shear wall unit shear allowable design values (lbf/ft). Sheathing: 3/8” plywood rated sheathing.

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Fasteners: A Complete Guide[[ Shear Wall Design ]]

35





HQ1 0.113 2 1/2 295 445 585 750HQ2 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 23. Shear wall unit shear allowable design values (lbf/ft). Sheathing: 15/32” Plywood rated sheathing.





HQ1 0.113 2 1/2 290 435 585 745HQ2 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

K 16 gauge 1 1/2 185 280 375 475

Table 24. Shear wall unit shear allowable design values (lbf/ft). Sheathing: 19/32” Plywood rated sheathing.


able 25 provides prescriptive nailing schedules recognized in the IBC and IRC for wind speeds that are less than 110 mph, mean building height less

than 30’, Importance factor =1.0, and topographic factor = 1.0. In Table 25, the adjustment factor for Exposure C at 30’ 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 8d common nails or galvanized 8d box nails in the Table 25 fastening schedules because the HurriQuake® Nails exceed the 8d common in withdrawal and lateral shear design capacities. Prescriptive nail schedules for HurriQuake® nails are given in Table 26 for negative pressure resistance in wind conditions up to 170 mph (3-sec gust) in Exposure B or Exposure C. The prescriptive nailing schedules should be checked to verify that sufficient lateral resistance is provided for the roof to function as a diaphragm. In Table 26, only the HurriQuake® field nail schedule is given because, 6” edge nailing is sufficient for all roof zones in all wind zones for site Exposures B and C.

1

1

3

3

2

2

A

A

A

|| 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.

Figure 15. Roof Zones for use with prescriptive nailing schedules of Table 24 and Table 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.

A: 10% of least dimension or 40% of the mean height of the structure, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft.

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 3/619/32 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 4/87/8 to 1 HQ1, HQ2 2.5 x 0.131 6/12

H 2.5 (8d) deformed shank 6/121-1/8 to 1-1/4 HQ1, HQ2 3 x 0.148 6/12

I 3 (10d) deformed shank 6/12

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

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Fasteners: A Complete Guide[[ Wind Resistance ]]

37

Roof slope (degrees)

Roof rise (inches per 12 inches run)

Roof zone4 Basic wind speed (v)(3-second gust, mph)80<v<100 105<v<120 125<v<150 v<170Exposure categoryB and C B C B C B C

Bostitch® HurriQuake® Nail, Diameter = 0.113” or 0.131”, 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, I=1.0; pnet30 complies with Figure 6-4 of ASCE 7-05, effective wind area 10 ft2 (0.929 m2). 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). h. Gable roof with ø ≤ 45 degrees, or hip roof with ø ≤ 27 degrees, where ø is roof angle from horizontal.

6. Refer to Figure 14 for roof fastening zones.

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.

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).


|| 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 C7P90BDGC8P90BDG

Wire diameterShank typeCoatingCollation

0.092SmoothThickcoat™15 degree wire weld coil

Bostitch sku C6P99DC8P99D

C6P99DG C8P99DG


0.099SmoothBrite15 degree wire weld coil

0.099SmoothThickcoat™15 degree wire weld coil

Bostitch sku C8R99BD FC7DS099BD-PPC6R99BC FC8DS099BD-PP

C7R99BCGC8R99BCG

C8R99BDSS


0.099DeformedBrite15 degree wire weld coil

0.099DeformedThickcoat™15 degree wire weld coil

0.099DeformedStainless15 degree wire weld coil

Bostitch sku S6D-FHS6D-2MS8D

S6DGAL-FHS6DGAL-2MS8DGAL

RH-S6DEPRH-S8D113EP


0.113SmoothBrite28 degree wire weld stick

0.113SmoothThickcoat™28 degree wire weld stick

0.113SmoothBrite21 degree plastic stick

Bostitch sku RH-S6DHDGRH-S8D113HDG

PT-S6D113EPPT-S8D113EP

PT-S8D113HDG


0.113SmoothThickcoat™21 degree plastic stick

0.113SmoothBrite33 degree paper stick

0.113SmoothThickcoat™33 degree paper stick

Bostitch sku C8R113DG S6DR113-FHS6DR113-2MS8DRS8DS

S6DR113GAL-FHS6DR113GALS8DRGAL

RH-S8DR113EP


0.113DeformedThickcoat™15 degree wire weld coil

0.113DeformedBrite28 degree wire weld stick

0.113DeformedThickcoat™28 degree wire weld stick


®®


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Fasteners: A Complete Guide[[ Product Codes ]]

39

Bostitch sku RH-S6DRHDGRH-S8DR11HDG

PT-S6DR113EPPT-S8DR113EP

PT-S8DR113HDG


0.113DeformedThickcoat™

21 degree plastic stick

0.113DeformedBrite33 degree paper stick


33 degree paper stick

Bostitch sku C10P120DC12P120DC8P120D

C10P120DGC12P120DGC8P120DG

S10D-FHS12D-FHS8D-FH

S10DGAL-FHS12DGAL-FHS8DGAL-FH



0.120SmoothThickcoat™

15 degree wire weld coil



28 degree wire weld stick

Bostitch sku RH-S10D120EPRH-S12D120EP

RH-S10D120HDG PT-S10D120EP PT-S10D120HDG


0.120SmoothBrite21degree plastic stick






Bostitch sku C8P131D-4.5MC10P131DC12P131DC16P131D

C10P131DGC16P131DG

S8D131-FHS10D131-FHS12D131-FHS16D131-FH

S8D131GALS16D131GAL-FHS10D131GALS12D131GALS16D131GAL







28 degree wire weld stick

Bostitch sku RH-S8D131EPRH-S10D131EPRH-S12D131EPRH-S16D131EP

RH-S8D131HDGRH-S10D131HDGRH-S12D131HDGRH-S16D131HDG

PT-S10D131EPPT-S12D131EPPT-S16D131EP

PT-S12D131HDGPT-S16D131HDG


0.131SmoothBrite21degree plastic stick






Bostitch sku C10S131DG S16DS S12DR131-FH








Bostitch sku RH-S10DR131EP RH-S10DR131HDG


0.1131DeformedBrite21 degree plastic stick



Bostitch sku C10P148D-SHORT RH-S214DEPRH-S10D148EPRH-S12D148EP




Bostitch sku 15S4-44G15S4-50GA15S4-57G15S4-63G

Staple gaugeShank typeCoatingCollation

15SmoothBriteAdhesive

Bostitch sku 16S2-3816S4-3816S4-4116S4-4416S4-5016S5-3816S5-4016S5-4416S5-50

16S2-38GAL16S4-38GAL16S4-41GAL16S4-44GAL16S4-50GAL16S5-44GAL16S5-50GAL

Staple gaugeShank typeCoatingCollation

16SmoothBriteAdhesive

16SmoothGalvanizedAdhesive

Bostitch sku RH-S16D162EP



Bostitch sku RH-S16D135EP




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Fasteners: A Complete Guide[[ Product Codes ]]

41

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


0.113 DeformedBrite15 degree wire weld coil

0.113DeformedBrite21 degree plastic


22 degree plastic

Bostitch sku C8DR131-HQ RH-S8DR131-HQ RH-S8DR131-HQG



0.131DeformedBrite21 degree plastic


22 degree plastic

Bostitch sku C10DR113-HQ



Bostitch sku C10DR131-HQ



Bostitch sku PT-MC13115-1M PT-MC13115GAL-1M


0.131SmoothBritePaper

0.131SmoothGalvanizedPaper

















[[ Appendix 1. Building Code Acronyms ]][[ Appendix 1. Building Code Acronyms ]]



42

|| 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 Wood Association

ICC-IAS International Code Council – International 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 American Wood Preservers Association

IMPC International Mechanical and Plumbing Code

BNBC BOCA National Building Code IRC International Residential Code (IRC 2006 is the current revision)

BOCA Building Officials and Code Administration; now part of ICC

ISANTA International Staple, Nail and Tool Association

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 seen as”LA RR”

LRFD Load and resistance factor design

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 of DF and Larch

MCN Metal connector nails

ESR Evaluation service report (aka, a”code” report) also called an”ER”

MSR Machine stress-rated lumber

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 Administration

NER National evaluation report

HQ HurriQuake® Nails NLGA National Lumber Grading Authority (Canadian)

IAPMO-ES International Association of Plumbing and Mechanical Officials – Evaluation Service

NRC National Research Council Canada



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Fasteners: A Complete Guide[[ Appendix 1. Building Code Acronyms ]][[ Appendix 1. Building Code Acronyms ]]

43

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


|| APPENDIX 2 – GLOSSARY ||

44

AC (n) Acceptance criteria, a set of rules that are used by an evaluation service to evaluate building materials for compliance under the building codes.

Chemically treated wood (n)

Wood that was treated with chemicals to protect the wood from biological hazard or to act as a fire retardent.

ANSI (n) American National Standards Institute. www.ansi.org

Collation (n) The process of aligning multiple fasteners and 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 Civil Engineers referenced in the building codes that describes assignment of loads to building structures.

Common wire nail (n)

Nail made from low-carbon steel with a flat, full round head, diamond point, and in the size range 4d to 60d for structural purposes.

ASD (n) Allowable stress design. Corrosion resistant fasteners (n)

Fasteners that meet or exceed the corrosion resistance of a corrosion resistant benchmark fastener, e.g., a nail that is hot-dip galvanized to ASTM A153, Class D. The codes recognize stainless steel, copper, silicon bronze, and hot-dip galvanized (ASTM A153, Class D) as corrosion resistant nails.

ASTM (n) American Society for Testing and Materials. www.astm.org

AF&PA (n) American Forest & Paper Association, parent organization to the American Wood Council, which publishes the NDS. www.awc.org

APA (n) The Engineered Wood Association, formerly the American Plywood Association and before that the Douglas-Fir Plywood Association. www.apawood.org

CNBC (n) Canadian National Building Code.

CSA (n) Canadian Standards Association. www.csa.ca

AWC (n) American Wood Council, www.awc.org Dead load (n)

Weight of construction materials and fixtures attached to the building.

AWPA (n) American Wood Protection Association. ANSI recognized association of wood treatment chemical manufacturers that writes and maintains standards for wood treatment chemicals and wood treatment chemical performance. www.awpa.com

Deformed shank (n)

Shank of a nail that has been modified so that it is not smooth or necessarily round in cross section.

Density (n) Mass per unit volume of material. In traditional units for wood, it is expressed as weight per volume in lb/ft3, and in SI units, the units are kg/m3.

Blocked diaphragm (n)

Diaphragm that has the edges of the structural panels nailed to framing and blocking so that there are no free edges.

Diaphragm (n)

Lateral force resisting assembly in light-frame construction that is horizontal or inclined at an angle less than 90 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 round head, diamond point, shank diameter that is smaller than a common nail, and in the size range of 6d to 40d for structural purposes

Dowel (n) Cylindrical object used as a mechanical fastener for wood-frame construction.

Brite (adj) Describes a surface or fastener with no coating.

Duration of load effect (n)

Response of wood and wood-based materials to loading where greater loads are resisted for short periods of time than can be resisted for long periods of time.

Cement (n) Polymeric coating (natural or synthetic) usually added to enhance withdrawal resistance. Does not provide corrosion or fire resistance. (adj) Describes a fastener with a polymeric coating.

Face-nail connection (n)

Nail connection where the side member and the main member are positioned such that the nail enters the face or side grain of both members, e.g., double top plates.

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Fasteners: A Complete Guide[[ Appendix 2. Glossary ]]

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Effective head area (n)

Nail head area available to resist pull-through, calculated as total nail head area minus the cross-sectional area of the shank where the head and shank are joined divided by the area of the head.

EWP (n) Engineered wood products, a family of products made from wood for structural applications including I-joist, wood sheathing panels, and structural composite lumber.

Electro- galvanization (n)

Process to attach a zinc coating to steel. Gauge (n) Digital system to describe the diameter of wire and thickness of metal plates, also as gage.

End-nail connection (n)

Nailed connection where the nail passes through the side grain of the side member and is embedded in the end grain of the main member, e.g., a stud-plate connection.

Glulam (n) An engineered material made of wood laminations that are thicker than ¼” and bonded with an adhesive. The grain direction in all laminations is in the same direction.

ER-120 (n) Evaluation report No. 120 for HurriQuake® nails that provides evidence of compliance with IBC, IRC, SSTD-10, Florida Building Code, and California Building Code. Issued by IAPMO-ES

Grade stamp (n)

Mark applied by a registered agency to indicate the engineering properties. Required for structural wood products including lumber and engineered wood products.

ESR-1482 (n) Evaluation report No. 1482 provides evidence that THICKCOAT™ galvanized nails meet or exceed the corrosion resistance of nails hot-dip galvanized in accordance with ASTM A153, Class D and can be used as an alternate to hot-dip galvanized nails for construction in compli-ance with the IBC and IRC.

Gripper marks (n)

Marks on the shank of the nail, generally close to the head, created by the processing equipment when the nail was held during head formation.

Hardwood (n)

Wood from a tree with broad leaves, not needles. Material hardness is not implied or inferred from the term “hardwood.”

ESR-1539 (n) Evaluation Service Report No. 1539 that provides engineering values for nails and staples used in wood-frame construction. This report shows compliance with the IBC, IRC, and all legacy codes except SSTD-10.

Head (n) Surface that is impacted for driving, a characteristic feature of fasteners that is on one end of the fastener. The head geometry is based on intended purpose of the fastener and installation method.

ESR-2020 (n) Evaluation Service Report No. 2020 for HurriQuake® nails that provides compliance evaluation for the IBC and IRC. Issued by ICC-ES

Hot-dip galvanized (n)

Method of applying zinc to steel that involves dipping the steel object to be coated in molten zinc.

ESR-2122 (n) Evaluation report No. 2122 provides evidence that metal connector nails are in compliance with IBC and IRC requirements for nails.

IAPMO-ES (n)

International Association of Plumbing and Mechanical Officials, Evaluation Service. 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-neering evaluation for power-driven pins for use in construction with cold-formed steel framing and wood structural panel sheathing. Issued by ICC-ES and shows compliance with UBC 1997.

ICC (n) International Code Council. www.iccsafe.org

IBC (n) International Building Code (2006)

Evaluation report (n)

Also called an”evaluation service report.” Document issued by an evaluation service that describes a construction material or object and its compliance with named building codes.

ICC-ES (n) International Code Council – Evaluation Service, a subsidiary of ICC. An ANSI- accredited provider of building code compliance evaluation services for building materials. www.icc-es.org

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ICC-IAS (n) International Code Council – International Accreditation Service, a subsidiary of ICC that accredits laboratories for testing building materials and reviews quality control documentation. www.icc-ias.org

MSR (n) Machine stress-rated lumber. A method for mechanical testing and marking sawn lumber products.

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, Association. Stanley Bostitch is a member of ISANTA. ISANTA is the report holder of ESR-1539. www.isanta.org

NDS (n) National Design Specification® for Wood Construction published by the American Forest & Paper Association, Washington, D.C. Available at www.awc.org

Legacy building code (n)

Also called a”legacy code.” Model building codes that are no longer maintained. An example is the Uniform Building Code (UBC).

NER272 (n) Evaluation report for power-driven fasteners, sometimes called”the ISANTA report,” that was replaced by ESR-1539 in 2005 and is now obsolete.

Live load (n) Transient loads of many durations associated with construction, habitation, and repair of the building.

OSB (n) Oriented strandboard, a wood structural panel made from strands of wood that are consolidated under heat and pressure and held together with adhesive.

LFRS (n) Lateral force resisting system the combination of walls and diaphragms of a building structure

Pennyweight system (n)

Historic method of specifying nails that implied nail size in terms of cost for 100 nails in pence or pennies, e.g., 16d nails cost 16 pence for 100 nails.

Load Path (n) Sequence of elements by which the loads are carried through a structure.

Pins (n) Power-driven nails used for construction where the fastener penetrates cold-formed steel framing to attach wood structural panels in shear walls and diaphragms. An example is the Stanley® Bostitch® ballistic nail C4DCSBALG.

LRFD (n) Load and Resistance Factor Design.

Main member (n)

Material part of a connection where the tip of the fastener is embedded and adjacent to the side member.

Plywood (n) Panel that is made from wood veneers that are bonded with adhesive under heat and pressure. Most plywood panels are made with the grain direction turned 90 degrees for adjacent veneers.

Mechanical galvanization (n)

Mechanical method of attaching a zinc coating to steel.

Preservative treated wood (n)

Wood that has been treated with a chemical to prevent the occurrence of fungal decay and insect attack.

Metal connector nails (n)

Nails used to attach metal hardware to wood and wood-based materials; abbreviated as MCN.

Pull-through (n)

Property that describes the result of the connection side member being pulled over the head of the fastener while the fastener remains embedded in the main member.

Moisture content (n)

Percent of moisture in wood where zero moisture (“oven-dry”) is the basis of the percentage, MC(%)=[(Wod-Ww)/Wod]*100, where Wod is oven-dry weight, Ww is weight with water, and MC is moisture content.

Rated sheathing (n)

Grade of wood structural panel that is used for sheathing.

Fasteners: A complete guide

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[[ Appendix 2. Glossary ]]


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Reference design property (n)

Base design property before application of adjustment factors.

Stiffness (n)

Material or assembly property that characterizes resistance to deflection, displacement, or deformation and generally based on the linear force-displacement behavior. Stiffness is not the same as strength.

Ring shank (n)

Nail shank with deformations that are a ring-like geometry where the rings are at 90 degrees to the axis of the shank

Strength (n)

Material or assembly property that characterizes the capacity of the material or assembly to resist forces. Strength is not the same as stiffness.

SCL (n) Structural composite lumber, an engineered material that is made from flakes, strands or veneers of wood that are combined with adhesives and consolidated with heat and pressure. SCL has three distinct material orientations as described in ASTM D5456.

SLS (n) Abbreviation for strength limit state, which is the maximum force resisted by the part or assembly.

Screw (n) Threaded dowel fastener generally placed by engaging the head and turning under presure.

Structural 1 (n)

Grade of plywood or OSB that has greater shear resistance than other grades of plywood and OSB.

Shear (n) Force in a plane that causes sliding or change of shape to planar objects.

Tip (n) A characteristic of a nail, the part of the nail that 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 (n)

Wall assembly that is part of the lateral force resisting system in a building. Shear walls are usually perpendicular to the floor.

Toe-nail connection (n)

Nailed connection where the nail is driven at a 30-degree angle through the side member into the side grain of the main member.

Sheathing (n)

Panel that is attached to the outside surface of the framing.

Traditional units (n)

System of units that is widely used in the US, e.g., pounds force (lbf), inches (in), feet (ft).

SI units (n)

International System of Units, metric units system used by most of the rest of the world, e.g., Newtons (N), meters (m), millimeters (mm), Pascals, (Pa), kiliograms (kg). The use of centimeters (cm) is generally discouraged in the modern SI system.

Unit shear resistance (n)

Design capacity of a shear wall or diaphragm in force per unit length, e.g., pounds per foot or Newtons per metre.

Side grain (n)

Wood grain observed on the thickness and width of sawn lumber.

Visually graded lumber (n)

Wood that has been assigned engineering properties based grading rules that are derived from 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 (n)

Member of a connection that the fastener tip passes entirely through and is adjacent to head of the fastener.

Withdrawal (n)

Failure mode where the fastener is extracted from the main member of the connection.

Sinker (n) Nail made from low carbon steel and having a round head with convex under surface, diamond tip, and having a shank that is smaller in diameter than a common nail. Recognized for structural use in sizes from 6d to 60d.

Wood structural panel (n)

Engineered material in a panel form made from wood and used as a rated sheathing material for light-frame construction. Plywood and OSB are examples.

Softwood (n)

Wood that comes from coniferous trees (needle-bearing trees), e.g., pine, spruce, fir, Douglas-fir. Material hardness is not implied or inferred from the term”softwood.”

Yield limit equations (n)

Design equations from the NDS for shear resistance of single-fastener connections. The calculated yield limit corresponds with a yield mode. Also called the European Yield Mode (EYM) equations. Spike (n) Driven fastener with shank diameter greater than

common nails.

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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.

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