high wind framing connection guide - commercial...

High Wind Framing Connection Guide

800-999-5099 | www.strongtie.com

BU

ILD

ER

S

TO BE USED AS A COMPANION TO THE AF&PA WOOD FRAME CONSTRUCTION MANUAL

HIGH WIND FRAMING CONNECTION GUIDE

GENERAL INFORMATIONSimpSon Quality policyWe help people build safer structures economically. We do this by designing, engineering and manufacturing “No Equal" structural connectors and other related products that meet or exceed our customers’ needs and expectations. Everyone is responsible for product quality and is committed to ensuring the effectiveness of the Quality Management System.

Terry Kingsfather Tom Fitzmyers President Chief Executive Officer

Simpson Strong-Tie Co., Inc. warrants catalog products to be free from defects in material or manufacturing. Simpson Strong-Tie Co., Inc. products are further warranted for adequacy of design when used in accordance with the design limits in this guide, and properly installed. This warranty does not apply to uses not in compliance with specific applications and installation procedures set forth in this guide, or to specials or modified products, or to deterioration due to environmental conditions.

Simpson Strong-Tie connectors are designed to enable structures to resist the movement, stress, and loading that results from impact events such as earthquakes and high velocity winds. Simpson Strong-Tie products are designed to the load capacities and uses listed in this guide. Properly-installed Simpson Strong-Tie products will perform in accordance with the specifications set forth in this guide. Additional performance limitations for specific products may be listed on the applicable guide pages.

Due to the particular characteristics of a potential impact event, the specific design and location of the structure, the building materials used, the quality of

construction, and the condition of the soils involved, damage may nonetheless result to a structure and its contents even if the loads resulting from the impact event do not exceed Simpson catalog specifications and Simpson Strong-Tie connectors are properly installed in accordance with applicable building codes.

All warranty obligations of Simpson Strong-Tie Co., Inc. shall be limited, at the discretion of Simpson Strong-Tie Co., Inc., to repair or replacement of the defective part. These remedies shall constitute Simpson Strong- Tie Co., Inc.’s sole obligation and sole remedy of purchaser under this warranty. In no event will Simpson Strong-Tie Co., Inc. be responsible for incidental, consequential, or special loss or damage, however caused.

this warranty is expressly in lieu of all other warranties, expressed or implied, including warranties of merchantability or fitness for a particular purpose, all such other warranties being hereby expressly excluded. this warranty may change periodically–consult our website at www.strongtie.com for current information.

limitED WaRRanty

� | HIGH WIND FRAMING CONNECTION GUIDE T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC.

CONTENTS 4 intRoDuction

5 GEnERal notES

7 HoW WinD aFFEctS a HomE

8 limitationS in tHE ScopE oF tHiS GuiDE

9 HoW to uSE tHiS GuiDE

10 coRRoSion inFoRmation

12 DESiGn FoR upliFt loaD patH

• Uplift Load Path–Overview • Uplift Connections • Truss/Rafter-to-Top Plate Connections • Rafter Ridge Strap Connections • Top Plate-to-Stud Connections • Floor-to-Floor/Stud-to-Stud Connections • Stud-to-Sill Plate Connections • Sill Plate-to-Foundation Connections • Girder Connections • Header Connections • Gable End Wall Connections • Design Example/Uplift Load Path

24 DESiGn REQuiREmEntS FoR latERal loaD patH • Lateral Load Path Overview • Out of Plane Wall Connections • Roof and Floor Diaphragm Sheathing Fasteners • Diaphragm-to-Wall Connections • Collectors/Struts • Site-built Shearwalls • Floor-to-Floor Shear Transfer • Sill Plate Anchorage at Shearwalls • Overturning Restraint • Prefabricated Shearwalls • Steel Strong-Wall® Panel Anchorage • Design Example/Lateral Load Path

50 GloSSaRy oF tERmS

53 pRoDuct FaStEnER GuiDE


notE: the uplift and lateral load paths are equally important. Each section of this guide shall be followed to provide a structure capable of resisting all design wind forces.

T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC. HIGH WIND FRAMING CONNECTION GUIDE | �

� | HIGH WIND FRAMING CONNECTION GUIDE T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC.

INTRODUCTIONBuilding codes require structures to be designed with a system of connections that provide a continuous load path capable of transferring forces through the framing members to the foundation. In regions of the country prone to high wind events, this method of construction is critical to the safety and welfare of the public.

Homes in high wind regions are often designed by professional structural engineers who carefully detail the connections required between framing members to ensure that the wind forces are safely transferred through the structure. The building code also offers prescriptive design guidelines that provide instructions for builders and detail the way the structure should be built. The International Residential Code (IRC) provides prescriptive requirements for homes built in low wind regions defined as having a design wind speed less than 110 mph for the 2003 IRC or less than 100 mph for the 2006 IRC. For higher wind speeds, the IRC refers builders to the AF&PA Wood Frame Construction Manual (WFCM) which covers construction methods for winds speeds up to 150 mph.

This reference guide is intended to be used as a companion to the WFCM and provides a schedule of recommended connectors that meet or exceed tabulated load requirements. The tables define the minimum sizes of members in the connection and the connector and/or fasteners required for the given wind speeds. The tables do not reference all framing conditions, but rather feature the most common sizes and spacing for framing members in residential construction. Tables and graphics are provided in an attempt to help users understand how the connections are to be made.

Designs provided by a professional engineer may differ from those outlined in this guide as the engineer can compute the design loads on the actual geometry of the building versus the assumptions made in the WFCM and this guide.

Denotes special wind regions which, along withmountainous terrain, gorges, and ocean promontories,should be examined for unusual wind conditions.Refer to local building code jurisdictions.

85 MPH

= 90 MPH

90-100 MPH

100-110 MPH

110-120 MPH

120-130 MPH

130-140 MPH

140-150 MPH

150-160 MPH

3-SECOND GUST WIND SPEEDS


u.S. WinD SpEED map

Map is for reference only. Consult Building Code and/or local Building Official for actual wind speed requirement.

T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC. HIGH WIND FRAMING CONNECTION GUIDE | �


1. This guide was developed using the 2001 edition of the Wood Frame Construction Manual (WFCM) referenced in the 2003/2006 International Residential Code, Section R301.2.1.1, and may be used as a companion to the WFCM when it is used as an alternate design method for single family one and two story dwellings when the basic wind speeds equal or exceed the maximum in the IRC.

�. Use of the 2001 WFCM or other alternate reference standard is required when the wind speed is 110 MPH or greater for the 2003 IRC and 100 MPH or greater for the 2006 IRC.

�. This guide does not provide a complete building design. The user of this guide is responsible for designing or consulting a professional designer to address all other structural elements not included in this guide. Reference the WFCM and applicable building code for all other structural elements, connections, fastening schedules and member designs not included in this document.

�. The connections specified in this guide are limited to the applications and building geometry provided in this guide. A qualified professional designer shall be consulted for buildings outside the limitations of this guide.

�. The term “Designer" used throughout this guide is intended to mean a licensed/certified building design professional, a licensed professional engineer, or a licensed architect.

6. Simpson Strong-Tie Co., Inc. reserves the right to change specifications, designs, and models in this guide without notice or liability for such changes.

7. Refer to current Simpson Strong-Tie® catalogs and the product fastener guide (page 53) in this guide for connector load values, installation, fastener schedules and other important information including Terms & Conditions of Sale, and Building Code Evaluation listings. This information may also be obtained from www.strongtie.com.

8. Unless otherwise noted, building dimensions are in feet, connector dimensions and spacings are in inches, loads are in pounds and wind speeds are nominal 3-second gust measured in miles per hour.

9. Unless otherwise noted, connectors in this guide are for use with Douglas Fir, Southern Pine or Spruce Pine Fir lumber.

10. Drawings are for illustrative purposes only. Some illustrations may show the connector(s) on the outside of the wall. Installation on the inside of the wall is acceptable. For a Continuous Uplift Load Path, connections in the same area (i.e. truss-to-plate and plate-to-stud) shall be on the same side of the wall.

11. All references to bolts or machine bolts (MBs) are for structural quality through bolts equal to or better than ASTM Standard A307, Grade A. RFB is A307, Grade C; SSTB is ASTM A36. Lag bolts and carriage bolts are not acceptable.

1�. Unless otherwise noted, bending steel in the field may cause fractures at the bend line. Fractured steel will not carry load and must be replaced.

1�. When multiple connectors are used, they must be installed so fastener locations do not overlap.

1�. A fastener that splits the wood may not take the design load. Evaluate splits to determine if the connection will perform as required. Dry wood may split more easily and should be evaluated as required. If wood tends to split, consider pre-boring holes with diameters not exceeding .75 of the nail diameter (2001 NDS 11.1.5.3).

1�. Wood shrinks and expands as it loses and gains moisture, particularly perpendicular to its grain. Take wood shrinkage into account when installing connections. Simpson manufactures products to fit common dry lumber dimensions.

16. The effects of wood shrinkage are increased in multiple lumber connections, such as floor-to-floor installations. This may result in the vertical rod nuts becoming loose, requiring post-installation tightening.

17. Built-up lumber (multiple members) must be fastened together to act as one unit to resist the applied load (excluding the connector fasteners). Unless noted otherwise, this fastening schedule must be determined by the Designer.

GENERAL NOTES

6 | HIGH WIND FRAMING CONNECTION GUIDE T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC.


18. Truss plates shown are not manufactured by Simpson.

19. All specified fasteners must be installed according to the instructions in this guide and the appendix. Incorrect fastener quantity, size, type, material, or finish may cause the connection to fail. Refer to page 53 for nail dimensions.

�0. Bolt holes shall be at least a minimum of 1/32" and no more than a maximum of 1/16" larger than the bolt diameter (per the 2001 NDS 11.1.2).

�1. Install all specified fasteners before loading the connection.

��. Pneumatic fasteners may deflect and injure the operator or others. Pneumatic nail tools may be used to install connectors, provided the correct quantity and type of nails (length and diameter) are properly installed in the nail holes (see pages 53 & 54 for fastener sizes and product guide). Tools with nail hole-locating mechanisms should be used. Follow the manufacturer’s instructions and use the

appropriate safety equipment. Over driving nails may reduce allowable loads. Contact Simpson.

��. For holdowns, anchor bolt nuts should be finger-tight plus 1/3 to 1/2 turn with a hand wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over-torque the nut. Impact wrenches should not be used as they may preload the holdown.

��. Strong-Drive® Screws are permitted to be installed through metal truss plates if approved by the Truss Engineer (pre-drilling required). For additional information regarding fasteners installed through truss connector plates, refer to ANSI/TPI 1-2002 Section 8.10.

��. Simpson connectors which have capacities meeting or exceeding those listed in the tables of this guide may be substituted.

�6. Reference Simpson Strong-Tie's current Wood Construction Connector Catalog for additional information.

GENERAL INFORMATIONGEnERal notES continued

800-999-5099 | www.strongtie.com

For additional Design Examples, please see our website at:

www.strongtie.com/hw

GETTING FAST TECHNICAL SUPPORTWhen you call for engineering technical support, we can help you quickly if you have the following information at hand. This will help us to serve you promptly and efficiently.

• Which Simpson catalog are you using? (See the front cover for the catalog number)• Which Simpson product are you using?• What is your load requirement?• What is the carried member’s width and height?

• What is the supporting member’s width and height? • What is the carried and supporting members’ material and application?

T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC. HIGH WIND FRAMING CONNECTION GUIDE | 7

HOW WIND AFFECTS A HOMEWind forces are generated from natural events like thunderstorms, hurricanes, and tornadoes. The wind from these events creates forces that attack the integrity of a home in multiple ways: vertically, resulting in uplift forces, and horizontally, resulting in overturning, sliding, and racking forces. Without proper design and construction, these forces can produce structural damage and/or failure. Modern design and construction practices, such as structural connectors used in a continuous load path transfer system, can effectively resist these forces by reinforcing the home from the roof to the foundation.

uplift:When wind flows over the roof of the structure, creating a strong lifting force on the roof which can cause it to break away.

Racking:When wind blows against the side of the structure exerting a lateral force that causes it to lean over (rack) to one side.

Sliding:When wind blows against the side of the structure exerting a lateral force, causing it to slide off of its foundation.

overturning:When the structure is anchored in place to limit racking or sliding, the lateral force of the wind causes the structure to rotate or overturn.



LIMITATIONS IN THESCOPE OF THIS GUIDEFor building dimensions falling in between those listed in the tables, round up to the next higher dimension. Alternatively, a qualified professional designer may specify alternate connectors based on the building’s calculated design loads or by consulting the WFCM.

The connectors specified in this guide are limited to the applications and building geometry described. A qualified professional designer shall be consulted for buildings outside the scope of this guide.

Building characteristics shall be in accordance with the following limitations when referencing this guide:

• Wind speeds between 100-140 mph

• Enclosed building (wind-borne debris protection required if building is located in the wind-borne debris area which is defined in the glossary)

• Wind Exposure Category B

• Single-family one and two-story homes

• 10'-0" Maximum plate height

• Maximum 16" on-center (o.c.) wall framing spacing

• Roof pitches between 3:12 and 10:12

• Maximum building plan dimensions of 60 feet x 40 feet per building section

• 40'-0" Maximum roof span per building section

• 15 psf Minimum roof dead load (Achieved with a composition roof attached to trusses or rafters and a gypsum ceiling)

• Maximum 2'-0" roof overhang and 1'-0" rake overhang

• Douglas Fir Larch (DF), Southern Pine (SP), and Spruce Pine Fir (SPF) lumber or better (Minimum No. 2 DF/SP top and bottom plates and min. stud grade DF/SP studs required in > 130 mph wind zones)

• Guide assumes a load duration factor of 1.60

• 4'-0" Maximum shearwall line offset within a story

• Story offsets are not permitted when using this guide

• Concrete stemwall or slab-on-grade foundations with 2500 psi concrete strength minimum

• Masonry foundations not included

This guide does not provide a complete building design. The user of this guide is responsible for designing or consulting a professional designer to evaluate all other structural elements not included in this reference guide. Reference the WFCM for all other structural elements, connections, fastening schedules and member designs not included in this guide.

Refer to the glossary (pages �0-��) for definitions of terms used throughout this guide.



HOW TO USE THIS GUIDETables shown throughout this guide are intended to provide the user with a simple method for selection of connections. All tables are set up similar to what is shown below.


1. Simpson Hurricane ties with uplift capacities meeting or exceeding those listed in this table may be substituted. Reference current Simpson Strong-Tie Wood Construction Connector Catalog for alternative connectors.

2. For jack rafter uplift connections, use a roof span equal to twice the jack rafter length and round up to the closest roof span. The jack rafter length includes the overhang length and the jack span. Jack rafters with lengths including the overhang less than or equal to 6'-0" shall use a Simpson H2.5A Hurricane Tie for wind speeds up to and including 130 MPH; use H8 for wind speeds greater than 130 MPH.

3. If either framing member being connected is Spruce Pine Fir lumber species use the SPF column.4. Rafter/Truss-to-wood top plate connections consider maximum roof overhangs listed in the limitations.

Rafter/truss-to-Wood top plate connections Table 2.2A

DF/Sp SpF

Rafter/truss

Spacing

max.RoofSpan(W)

100 -110 (mph)

1�1 -1�0 (mph)

1�1 -1�0 (mph)

100 -110 (mph)

1�1 -1�0 (mph)

20'

24'H2.5A

28'

32'H2.5A

H2.5A

H8

H2.5A

H2.5A

H8

H2.5A

36'

16"

40'

H8

MTS12 MTS12

20'

24'H8

H8

28'

MTS12

32'

MTS12

36' H8

MTS1224"

40'

111 -1�0 (mph)

H2.5A

H8

H8

MTS12 HTS16 HTS20 MTS12

HTS16

111 -1�0 (mph)

H2.5A

H8

H8

MTS12HTS16

Gc_t1

Based on the:

total span of the rafters or trusses

lumber used in the connection (note: if one member is Sp and one is SpF, use the connector from the SpF column)

References the table or section in the WFcm where the loads are provided which were used to determine the connectors listed in this table

Wind speeds for the region

Simpson Strong-tie connector (Refer to page �� and �� for product fastener guide)

notes contain critical information which may reduce the values shown in the table or require the use of additional products

Spacing ofrafter/truss


unDERStanDinG tHE iSSuES

GEnERal SimpSon REcommEnDationS

Metal connectors, anchors, and fasteners will corrode and may lose load-carrying capacity when installed in corrosive environments or exposed to corrosive materials. There are many environments and materials which may cause corrosion including ocean salt air, fire-retardants, fumes, fertilizers, preservative-treated wood, dissimilar metals, and other corrosive elements. The many variables present in a single building environment make it impossible to accurately predict if, or when, significant corrosion will begin or reach a critical level. This relative uncertainty makes it crucial that specifiers and users be knowledgeable of the potential risks and select a product coating or metal suitable for the intended use. It is also important that regular maintenance and periodic inspections are performed, especially for outdoor applications. It is common to see some corrosion on connectors especially in outdoor applications. Even Stainless Steel can corrode. The presence of some corrosion does not mean that load capacity has necessarily been affected or that a failure will occur. If significant corrosion is apparent or suspected, then the wood, fasteners and connectors should be inspected by a professional engineer or general contractor and may need to be replaced. In the last several years, pressure treated wood formulations have changed significantly. Many of the new formulations are more corrosive to steel connectors and fasteners than the traditionally used formulation of CCA-C. Simpson testing has shown that ACQ-C, ACQ-D (Carbonate), CBA-A and CA-B treated woods are approximately 2 times more corrosive than CCA-C, while SBX-DOT (Sodium Borate) treated woods

were shown to be less corrosive than CCA-C. (See Technical Bulletin T-PTWOOD for details). Due to the many different pressure treatment formulations, fluctuating retention levels, moisture content, and because the formulations may vary regionally, or change without warning, understanding which connectors and fasteners to use with these materials has become a complex task. We have attempted to provide basic knowledge on the subject here, but it is important to fully educate yourself by reviewing our technical bulletins on the topic, and also by viewing information and literature provided by others. Additionally, because the issue is evolving, it is important to get the very latest connector information on the topic by visiting our website at www.strongtie.com/info. Stainless Steel is always the most effective solution to corrosion risk. However, it is also more expensive and sometimes more difficult to obtain. To best serve our customers, Simpson is evaluating the options to identify the safest and most cost-effective solutions. Based on our testing and experience there are some specific applications that are appropriate for ZMAX®/HDG or G90 connectors (see chart on page 11.) Because increased corrosion from some newer pressure-treated wood is a new issue with little historical data, we have to base our recommendations on the testing and experience we have to date. It is possible that as we learn more, our recommendations may change, but these recommendations are based on the best information we have at this time.

• Outdoor environments are generally more corrosive to steel. If you choose to use ZMAX or HDG on an outdoor project (i.e. deck, patio cover), you should periodically inspect your connectors and fasteners or have a professional inspection performed. Regular maintenance including waterproofing of the wood used in your outdoor project is also a good practice.

• For wood with actual retention levels greater than 0.40 pcf for ACQ, 0.41 pcf for CBA-A, or 0.21 pcf for CA-B (Ground Contact), Stainless Steel connectors and fasteners are recommended. Verify actual retention level with the wood treater.

• When using Stainless Steel connectors, use Stainless Steel fasteners. When using ZMAX/HDG galvanized connectors, use fasteners galvanized per ASTM A153.

• Testing indicates wood installed dry reduces potential corrosion. If dry wood is used, see our website for additional information.

• Using a barrier membrane can provide additional corrosion protection, see Technical Bulletin T-PTBARRIER. Due to the many variables involved, Simpson cannot provide estimates on service life of connectors, anchors or fasteners. We suggest that all users and specifiers also obtain recommendations for HDG, ZMAX® (G185), mechanically galvanized, or other coatings from the treated wood supplier for the type of wood used. However, as long as Simpson’s recommendations are followed, Simpson stands behind its product performance and our limited warranty (page 2) applies.

CORROSION INFORMATION



1. Evaluate the application. Consider the type of structure and how it will be used.

These recommendations may not apply to non-structural applications such as fences.

�. Evaluate the environment. Testing and experience indicate that indoor dry

environments are less corrosive than outdoor environments. Determining the type of environment where a connector or fastener will be used is an important factor in selecting the most appropriate material and finish for use on the connectors and fasteners. To help in your decision making, consider the following general exposure information:

interior – Dry use: Includes wall and ceiling cavities, and raised floor applications of enclosed buildings that have been designed to ensure that condensation and other sources of moisture do not develop.

Exterior – Dry use: Includes outdoor installations in low rainfall environments and no regular exposure to moisture.

Exterior – Wet use: Includes outdoor installations in higher moisture and rainfall environments.

Higher Exposure use: Includes exposure to ocean salt air, fire retardants, large bodies of water, fumes, fertilizers, soil, some preservative treated woods, industrial zones, acid rain, and other corrosive elements.

�. Evaluate and select a suitable pressure-treated wood for the intended application and environment.

The treated wood supplier should provide all the information needed regarding the wood being used. This information should include: the specific type of wood treatment used, if ammonia was used in the treatment, and the chemical retention level. If the needed information is not provided then Simpson would recommend the use of Stainless Steel connectors and fasteners. You should also ask the treated wood supplier for a connector coating or material recommendation.

�. use the chart below, which was created based on Simpson’s testing and experience to select the connector finish or material.

If a pressure treated wood product is not identified on the chart, Simpson has not evaluated test results regarding such product and therefore cannot make any recommendation other than the use of Stainless Steel with that product. Manufacturers may independently provide test results or other product use information; Simpson expresses no opinion regarding any such information.

�. compare the treated wood supplier’s recommendation with the Simpson recommendation.

If these recommendations are different, Simpson recommends that the most conservative recommendation be followed.

low = Use Simpson standard painted and G90 galvanized connectors as a minimum.

med = Use ZMAX®/HDG galvanized connectors as a minimum. Use fasteners galvanized per ASTM A153.

High = Use Type 304 or 316 Stainless Steel connectors and fasteners.

CORROSION INFORMATIONGuiDElinES FoR SElEctinG tHE pRopER connEctoR

Interior - Dry Low Low Med Med High High High

Exterior - Dry Low N/A Med High High High High

Exterior - Wet Med N/A Med High High High High

Higher Exposure High N/A High High High High High

Uncertain High N/A High High High High High

WithAmmonia

NoAmmonia

Environment

Connector Coating Recommendation - Structural Applications

Otheror

UncertainACZA

SBX/DOT& Zinc Borate

UntreatedWood

ACQ-C, ACQ-D (Carbonate), CA-B & CBA-A

HigherChemicalContent 1

3,4

2

2

2

2

1. Woods with actual retention levels greater than 0.40 pcf for ACQ, 0.41 pcf for CBA-A, or 0.21 pcf for CA-B (Ground Contact level).

2. Borate treated woods are not appropriate for outdoor use.3. Test results indicate that ZMAX/HDG will perform adequately, subject to

regular maintenance and periodic inspection. However, the nationally-approved test method used, AWPA E12-94, is an accelerated test, so data over an extended period of time is not available. If uncertain, use Stainless Steel.

4. Some treated wood may have excess surface chemicals making it potentially more corrosive. If you suspect this or are uncertain, use Stainless Steel.


UPLI

FT L

OAD

PATH

1� | HIGH WIND FRAMING CONNECTION GUIDE T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC.

UPLIFT LOAD PATH - OVERVIEWUplift refers to the forces which try to lift a structure. The forces are generated when the wind blows over the top of the structure causing suction on the roof, thus attempting to lift the roof up. These uplift forces must be transferred down to the foundation to prevent damage. Several connections are required to create a continuous load path.

Although homes are built from the bottom up, they are designed from the top down. Product and load selection for the roof, for example, will affect the products and loads for the rest of the house. The tables in this section also begin at the top of the structure and continue to the foundation. All connectors in this section must be used to complete the load path.

Rafter-to-Top Plate Connections:Transfer forces from the roof to the top plate

Floor-to-Floor Connections:Transfer forces from the second story to the first story

Stud-to-Sill Plate Connections:Transfer forces from wall studs to the mudsill

Sill Plate-to-Foundation Connections:Transfer forces from the mudsill into the foundation

Top Plate-to-Stud Connections:Transfer forces from the top plate to the stud

The building code requires a home to be constructed with a continuous load path, which reinforces all the major connection points within a home.

international Building code® 160�.� analysisAny system or method of construction to be used shall be based on a rational analysis in accordance with the well-established principles of mechanics. Such analysis shall result in a system that provides a complete load path capable of transferring loads from their point of origin to the load resisting elements.

international Residential code® R�01.1The construction of buildings and structures in accordance with the provisions of this code shall result in a system that provides a complete load path that meets all requirements for the transfer of all loads from their point of origin through the load-resisting elementsto the foundation.


UPLIFT LOAD PATH

T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC. HIGH WIND FRAMING CONNECTION GUIDE | 1�

Gc_t�

100-110(mph)

111-1�0(mph)

1�1-1�0(mph)

1�1-1�0(mph)

3:12 - 4:12 20' - 40' LSTA18 LSTA21 MSTA30 MSTA30

5:12 - 6:12 20' - 40' LSTA15 LSTA15 LSTA18 LSTA21

7:12 - 10:12 20' - 40' LSTA12 LSTA15 LSTA15 LSTA18

3:12 - 4:12 20' - 40' MSTA24 MSTA30 MSTA36 CS14

5:12 - 6:12 20' - 40' LSTA18 LSTA21 MSTA24 MSTA30

7:12 - 10:12 20' - 40' LSTA15 LSTA18 LSTA21 MSTA24

16"

24"

StrapSpacing

Roof pitchRoofSpan(W)

DF/Sp/SpF DF/Sp

Rafter Ridge Strap connection Table 2.2BBased on the:

The truss or rafter connection takes place after the roof system has been tied together with sheathing and nailing (see page 26). A hurricane tie is used between the truss/rafter and top plate. This connection provides resistance from uplift forces acting upon the roof system.

H8 H2.5AMTS12(HTS similar)

1. Simpson Hurricane ties with uplift capacities meeting or exceeding those listed in this table may be substituted. Reference current Simpson Strong-Tie Wood Construction Connector Catalog for alternative connectors.

2. For jack rafter uplift connections, use a roof span equal to twice the jack rafter length and round up to the closest roof span. The jack rafter length includes the overhang length and the jack span. Jack rafters with lengths less than or equal to 6'-0" shall use a Simpson H2.5A Hurricane Tie for wind speeds up to and including 130 MPH; use H8 for wind speeds greater than 130 MPH.

3. If either framing member being connected is Spruce Pine Fir lumber species use the SPF column.4. Rafter/truss-to-wood top plate connections consider maximum roof overhangs listed in the limitations.5. Where window or door headers are pushed up under the double top plates, refer to Page 19 for alternate rafter/truss to header

connectors.NAILS NOTREQUIRED

Gc_D�B

Rafter/truss-to-Wood top plate connections Table 2.2A

DF/Sp SpF

Rafter/truss

Spacing

max.RoofSpan(W)

100 -110 (mph)

1�1 -1�0 (mph)

1�1 -1�0 (mph)

100 -110 (mph)

1�1 -1�0 (mph)

20'

24'H2.5A

28'

32'H2.5A

H2.5A

H8

H2.5A

H2.5A

H8

H2.5A

36'

16"

40'

H8

MTS12 MTS12

20'

24'H8

H8

28'

MTS12

32'

MTS12

36' H8

MTS1224"

40'

111 -1�0 (mph)

H2.5A

H8

H8

MTS12 HTS16 HTS20 MTS12

HTS16

111 -1�0 (mph)

H2.5A

H8

H8

MTS12HTS16

Gc_t1

Based on the:

1. Ridge straps are required at each rafter with the center of the strap aligned with the center of the ridge board/beam. When ridge beams are wider than 1C\v", use the next length strap in the series of strap specified.

2. All straps shall be installed over the sheathing with 10d common nails into framing members. All nail holes shall be filled except for the center (4) in the LSTA & MSTA and the center 6 in the CS14 strap. Where the CS14 strap is required, the strap length shall be 42" long with (15) 10d common nails in each end.

3. Jack rafters with lengths less than or equal to 6'-0" shall use a CS16 coil strap with (5) 10d nails per end of strap. Jack rafters spaced 16" o.c. with spans greater than 6'-0" up to 20'-0" shall use a CS16 coil strap with (10) 10d nails per end of strap. Jack rafters spaced 24" o.c. with spans greater than 6'-0" up to 20'-0" shall use a CS14 coil strap with (14) 10d nails per end of strap. The jack rafter length includes the overhang length and the jack span.

UPLIFT LOAD PATH | truss/Rafter-to-top plate connections

Stud-to-plate connector and blocking not shown for clarity

Rafter must line up on each side of ridge board

Sheathingnot shown

Jack Rafters

Staps per footnote �

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1� | HIGH WIND FRAMING CONNECTION GUIDE T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC.

Top plates are typically fastened to studs with nails into the end grain of the studs. This provides no uplift resistance. Without proper reinforcement from structural connectors, uplift forces on the roof system will cause separation from the wall framing.

Gc_t�

100-110 (mph)

111-1�0(mph)

1�1-1�0(mph)

1�1-1�0(mph)

100-110(mph)

111-1�0(mph)

1�1-1�0(mph)

20' SP4/SP6

24'

28'

32'

36'

40' SP4/SP6 SPH4/SPH6

H8 SP4/SP6

SPH4/SPH6

SPH4/SPH6 SP4/SP6SPH4/SPH6

32"H8

H8

SPH4/SPH6

SP4/SP6

SPH4/SPH6 SPH4/SPH67 SPH4/SPH67

Double top plate-to-Every other Stud (one Story & top of two Story)

connector Spacing

max.Roof Span

(W)

DF/Sp SpF

Table 2.2ABased on the:

H8MSTA24Retrofit -May beinstalledover sheathing

GC_D3

SP4(SP6similar)

SPH4(SPH6similar)

Connector shown at every stud for illustration

purposes only

1. Top plate-to-stud connectors, not wrapping over the top plates or installed on one side of the wall only, shall be installed on the same side as the rafter/truss-to-top plate connector.

2. Where double top plate splice occurs, the required Hurricane tie must be installed at the stud under the splice and on each stud on each side of the splice.

3. If either framing member being connected is Spruce Pine Fir lumber species use the SPF column.4. SP4 and SPH4 connectors are for use with a 2x4 stud wall. SP6 and SPH6 are for use with a 2x6 stud wall. 5. LSTA24 with (6)10dx1 1/2 total nails may replace the SP4 or SP6 connector where specified in the table above. Refer to Simpson Strong-Tie

technical bulletin T-STRAPS05 for further information. If installed over sheathing, use 10d common nails.6. MSTA24 with (12)10dx1 1/2 total nails may replace the SPH4 or SPH6 connector where specified in the table above. Refer to Simpson

Strong- Tie technical bulletin T-STRAPS05 for further information. If installed over sheathing, use 10d common nails.7. Where noted in the table, when within 8'-0" or less from the building corner, install connectors as specified in the table above at every stud.

When greater than 8'-0" from the building corner, install connectors per table.

UPLIFT LOAD PATH | top plate-to-Stud connections

truss-to-plate and blocking connection not shown for clarity

Rafter/truss-to-top plate connectors and top plate-to-stud connectors shall be installed on same side of wall

UPLIFT LOAD PATH

T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC. HIGH WIND FRAMING CONNECTION GUIDE | 1�

In platform framed structures, a floor system separates the first story from the second story, creating two separate elements of a structure. These elements must be connected to maintain a continuous uplift load path. This connection can be made by using strapping to tie the studs from the floor above to the floor below, which provides resistance from uplift forces attempting to separate the levels.

20' 8-10d 5" 10" + Clear span 7" 14" + Clear span

Not Applicable




36' 14-10d 9" 18" + Clear span 11"7 22" + Clear span

32”

40' 16-10d 9" 18" + Clear span

10-10d

12-10d

14-10d

16-10d

18-10d

20-10d 11"7 22" + Clear span

DF/Sp

SpF

cS16 Floor-to-Floor connection Every other Stud

111-1�0 mph 1�1-1�0 mph 1�1-1�0 mphStrap

Spacing

max.RoofSpan(W)

Fasteners (total)

End length cut length Fasteners

(total)End

length cut length Fasteners (total)

End length cut length

20' 8-10d 5" 10" + Clear span 7" 14" + Clear span 7" 14" + Clear span




36' 12-10d 7" 14" + Clear span 9" 18" + Clear span 11"7 22" + Clear span

32”

40' 14-10d 9" 18" + Clear span

6-10d 5" 10" + Clear span

8 -10d 5" 10" + Clear span

8 -10d 5" 10" + Clear span

10-10d 7" 14" + Clear span

10-10d 7" 14" + Clear span

12-10d 7" 14" + Clear span

100-110 mph

Fasteners (total)

End length cut length



8 -10d 5" 10" + Clear span

8 -10d 5" 10" + Clear span

8 -10d 5" 10" + Clear span

10-10d 7" 14" + Clear span

10-10d

10-10d

12-10d

14-10d

16-10d

16-10d 9" 18" + Clear span

12-10d

14-10d

16-10d

16-10d

18-10d

20-10d 11"7 22" + Clear span


Gc_t�

GC_D4A

FSC(Alternate)

CLEAR SPAN(see page 54 for

more information)

Gc_D

�B

1. Simpson floor-to-floor ties with capacities meeting or exceeding those listed in the table above may be substituted. Reference Simpson Strong-Tie’s current Wood Construction Catalog.

2. Install CS16 strapping on the same stud as the plate-to-stud connectors.3. Use Simpson FSC (Floor Span Connector) as an alternate or when floor-to-floor studs do not line up. Reference Simpson Strong-Tie flier F-FSC06 for

further information.4. Nails: 10d = 0.148" dia. x 3" long (10dx1 1/2 nails may be used with no reduction in load when nailed directly to framing members)5. Use half the required total fasteners in each stud member being connected.6. When floor-to-floor connections occur in gable end walls, use the 20' roof span row for all actual roof spans at all wind speeds.7. Where noted in the table, when within 8'-0" or less from the building corner, install strapping at every stud with (10) total nails and 7" end length. When

greater than 8'-0" from the building corner, install strapping per table.

UPLIFT LOAD PATH | Floor-to-Floor/Stud-to-Stud connections

cS16 StRap FSc

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Stud-to-sill plate connections typically are made by installing nails through the plate and into the end grain of the stud. However, this does not provide any strength to resist the uplift forces that attempt to separate the studs from the plate. Connectors reinforce this connection. Some connectors can be installed before the wall is in place while others must be installed after the wall is in place.

SP4(SP6 similar)

SPH4(SPH6 similar)

MSTA24Retrofit

MSTA24 is permitted to be substituted for SP or SPH connectors and installed over sheathing

Every other Stud-to-Sill plate

Single Story

DF/Sp SpFRoofSpan(W) 100-110 (mph) 111-1�0 (mph) 1�1-1�0 (mph) 100-110 (mph) 111-1�0 (mph) 1�1-1�0 (mph)1�1-1�0 (mph)

20'

24'

28'

SP4/SP6

32'SP4/SP6

36'

SP4/SP6

40'

SPH4/SPH6

SPH4/SPH6

SPH4/SPH67

SPH4/SPH6

SPH4/SPH67

1st of � Story

20'

24'

28'

connectorSpacing

32”

32”SP4/SP6

32'SP4/SP6

36'

40'

SP4/SP6 SP4/SP6

SP4/SP6

SPH4/SPH6

SPH4/SPH6 SPH4/SPH67

SP4/SP6

SPH4/SPH6

SP4/SP6SP4/SP6

SPH4/SPH6

SP4/SP6

SPH4/SPH6SPH4/SPH67

SP4/SP6

Gc_t�


1. If either framing member is Spruce Pine Fir lumber use the SPF column.2. SP4 and SPH4 connectors are for use with a 2x4 stud wall. SP6 and SPH6 are for use with a 2x6 stud wall.3. LSTA24 with (6) 10dx1 1/2 total nails may replace the SP4 or SP6 connector where specified in the table above. Refer to Simpson Strong-Tie

technical bulletin T-STRAPS05 for further information. If installed over sheathing, use 10d common nails.4. MSTA24 with (12) 10dx1 1/2 total nails may replace the SPH4 or SPH6 connector where specified in the table above. Refer to Simpson Strong-

Tie technical bulletin T-STRAPS05 for further information. If installed over sheathing, use 10d common nails.5. Connectors specified in the table above may be ordered with a ZMAX finish for increased corrosion protection when required. Refer to pages 10

and 11 or Simpson Strong-Tie technical bulletin T-PTWOOD06 for further information.6. Install sill-to-stud plate connectors on the same stud as the floor-to-floor strap or stud-to-top plate connectors.7. Where noted in the table, when within 8'-0" or less from the building corner, install connectors as specified in the table above at every stud.

When greater than 8'-0" from the building corner, install connectors per table.

UPLIFT LOAD PATH | Stud-to-Sill plate connections

Sill-to-foundation connection not

shown for clarity

Refer to page 10 for corrosion

considerations

UPLIFT LOAD PATH


Proper anchorage to the foundation completes the uplift load path. This connection transfers the loads from the upper connections to the foundation. Additional anchorage is required in those areas designated as shearwalls (refer to page 35).

100-110 (mph) 111-1�0 (mph) 1�1-1�0 (mph) 1�1-1�0 (mph)

26 22

30 24

2818

26 20 16

24 18

22

14

anchorageRoof Span

(W)maximum on-center Spacing (inches)

Z\x x 6 Titen HD(THD50600H)

&BPZ\x-3

38

40

36

32

22

20

MAS MudsillAnchors

20

16

12

14

12

10

Sill plate anchorage for Exterior Walls not at Shearwalls Table 2.2ABased on the:

Gc_t6a

1. Sill plates shall be pressure-treated DF/SP No. 2 minimum. 2. Concrete compressive strength shall be 2500 psi min. 3. Install one anchor no less than 3 1/2" (8" at corner) for the 1/2x6 THD, no less than 4 1/2" (10" at corner) for the 5/8x6 THD,

and no more than 12" from the end of each plate. A minimum of two anchors required per plate.4. Mechanically galvanized Titen HD anchors recommended. 1/2x6 Titen HD model number THD50600HMG.5. Hot dipped galvanized BP1/2-3 recommended (BPZ\x-3HDG). 6. ZMAX® finsh recommeded on MAS mudsill anchor MASZ. 7. One in three MAS anchors may be installed with one leg attached to stud.8. Mechanically galvanized 5/8x6 Titen HD and BP5/8-3 HDG may replace 1/2x6 Titen HD anchors on 2x6 sill plates in the table

above at the same spacing. Titen HD model number THD62600HMG.9. When sill anchorage occurs in gable end walls, use the 20' roof span row for all actual roof spans at all wind speeds.

UPLIFT LOAD PATH | Sill plate-to-Foundation connections

Refer to page 10 for corrosion considerations

BEARING PLATESREQUIRED(MODEL BP½-3)

maS installation titen HD® installation

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UPLIFT LOAD PATH | Girder connections

Trussed roof systems should be evaluated to determine if there are any special uplift loads from girders. Girder trusses support multiple trusses and can have significant uplift forces at bearing points. These high uplift forces must be transferred to the foundation to complete the uplift load path. This guide does not provide girder solutions because there are too many different configurations which can be present in a given roof. The tables that follow describe possible solutions for transferring these loads, but the uplift must be determined from the truss drawings (an example of where to find the uplift on the drawings is provided).

DF/SP SPF Top of Studs Bottom of Studs Cast-InPlace

Retrofit (Embed Depth with SET

Epoxy)

LGT2 2050 1785 − HDU2-SDS2.5 SSTB16 5"LGT3-SDS2.5 3685 3170 – HDU4-SDS2.5 SSTB16 10"

MGT 3965 3330 HDU4-SDS2.5 HDU4-SDS2.5 SSTB16 10"HGT-32 10100 9035 (2) HDU5-SDS2.5 HDU11-SDS2.5 SSTB284 12"HGT-43 9250 9250 (2) HDU5-SDS2.5 HDU11-SDS2.5 SSTB284 12"

Allowable Loads

Model No.

Required Holdown

Girder/Truss-to-Wall Framing

Holdown Anchorage

1. Retrofit epoxy solutions are based on an assumption that the product is installed a minimum of 24" from the end of the slab.2. Studs shall be attached together using (32) 10d common or 16d sinker nails through the wide face. Fasteners shall be installed in

two rows staggered 6" min. Alternatively, use (14) SDSZ\v x3 screws at 6" on center.3. Studs shall be attached together with (14) SDSZ\v x 4Z\x screws at 6" on center.4. Install (3) round 7/8" cut washers between nut and holdown seat.

typical lGt� installation(lGt� similar)

typical Bottom of Studs Holdown installation

typical HGt-�/HDu�installation

typical mGt/HDu� installation

12

34

5 6 7 8 9

1011

12

13141516171819

loaDinG (psf) SpacinG �-0-0 cSi DEFl in (loc) l/defl l/d platES GRipTCLL 20.0 Plates Increase 1.25 TC 0.90 Vert (LL) 0.40 22 >999 240 249/190TCDL 7.0 Lumber increase 1.25 BC 0.89 Vert(TL) -0.56 22 >722 180 187/143BCLL 10.0 Rep Stress Incr. NO WB 0.87 Horz(TL) 0.27 17 n/a n/aBCDL 5.0 Code FBC2004/TPI2002 (Matrix) Weight: 271 lbs.

lumBER BRacinGTOP CHORD 2 X 4 SYP NO. 2 TOP CHORD Structural wood sheathing directly applied or 2-3-2 o.c. purlinsBOT CHORD 2 X 4 SYP NO. 2 BOT CHORD Rigid ceiling directly applied or 4-3-2 o.c. bracingWEBS 2 X 4 SYP NO. 3 WEBS 1 Row at midpoint 9-19, 9-17

REactionS Max Uplift 2 = -2300, 12 = -2300 Max Grav. 2 = 3800, 12 = 3800

JoB: 060271 tRuSS: T23 typE: ROOF TRUSS Qty: 1 ply: 2 JoB REF:

Sample Girder truss cut Sheet

choose the largest number from the uplift reactions.(Note: Negative values mean uplift. Example - 2300 lbs. uplift)

UPLIFT LOAD PATH


UPLIFT LOAD PATH | Header connections

Openings in a wall interrupt the uplift load path and require additional detailing. The uplift load from the framing members above the opening accumulates in the header. These cumulative uplift loads are then transferred from the ends of the header into the jack studs and finally into the sill plate for small openings or directly into the foundation for larger openings.

The tables and details in this section show a minimum number of king and jack studs required to complete the uplift load path. Additional king and jack studs, in most cases, will be required per WFCM tables 3.23C and 3.22F. The header depth at openings may also be dependent on the header-to-jack stud straps. Coordinate the minimum header size with the header-to-jack stud strap listed in the table and with WFCM tables 3.22A through 3.22E. The minimum header size shall also be designed to resist the out-of-plane and gravity loading by the designer.

The attached details and tables are also limited to openings directly over each other or completely offset openings in the wall framing. Completely offset openings are defined as ones with either stacked king studs in the upper and lower openings or king studs that are directly adjacent, but do not occur over headers. Partially offset openings (openings that do not stack or are not completely offset) are not permitted with this guide. Contact a professional designer when considering partially offset conditions.

Additional sill plate anchorage is required adjacent to king and jack studs in this section. Sill plate anchors other than those required at the king and jack studs shall be installed per the sill plate anchorage table (not shown).

TOP PLATE-TO-STUD CONNECTIONPER TABLE : DOUBLE TOP PLATE TO EVERY OTHER STUD

2ND FLOOR KING STUD SHALLBE CONNECTED TO LOWERSTORY KING STUD OR FULLHEIGHT STUD BELOW W/ CS16COIL STRAP PER TABLE CS16FLOOR-TO-FLOOR CONNECTIONEVERY OTHER STUD

EACH RAFTER/TRUSS-TO-HEADER CONNECTION SHALLBE CONNECTED WITH100-120 MPH WIND - MTS16121-140 MPH WIND - HTS20

KING STUD-TO-TOP PLATECONNECTION PER TABLEDOUBLE TOP PLATE-TO-EVERYOTHER STUD

HEADER-TO-JACK STUDCONNECTION PER TABLEHEADER-TO-JACK STUD UPLIFTCONNECTION

ALTERNATE HEADERLOCATION

A23 FRAMING ANGLEEACH END OF HEADER

UPLIFT CONNECTORS NOT REQUIRED IN THIS REGION(EXCEPT SILL ANCHORAGE PER PAGE 17)

WHEN SHEARWALL OCCURS ADJACENT TO OPENING,SUBSTITUTE STHD OR HDU AND SHEARWALL HOLDOWN W/SINGLE BOLTED STYLEHOLDOWN PER PAGE 21

2 1/2" MIN. - 4" MAX.

EVERY CRIPPLE STUD ABOVEAN OPENING SHALL BE CONNECTED

WITH THE FOLLOWING CONNECTORS100-110 MPH WIND - H2.5A

111 - 120 MPH - H8121 - 140 MPH WIND - MTS12

A23 FRAMING ANGLE EACHEND OF HEADER

HEADER-TO-JACK STUD CONNECTION PER TABLE HEADER-TO-JACK STUD UPLIFT CONNECTION

A23 FRAMING ANGLE EACH END OF WINDOW SILL FOROPENINGS 6'-0" AND LESS (2) A23 FRAMING ANGLES(TOP AND BOTTOM)REQUIRED FOR OPENINGS GREATER THAN 6'-0"

(2) ½X6 TITEN HD® SILL PLATEANCHORS AND BP’S REQ’D AT EACH JACK& KING STUD AS SHOWN

OPENING WITH ADJACENTSHEARWALL

2 1/2" MIN - 4" MAX

KING STUD-TO-TOP PLATE CONNECTION PER TABLE DOUBLE TOP PLATE-TO-EVERY OTHER STUD

RAFTER/TRUSS-TO-TOP PLATE CONNECTION PER TABLE RAFTER/TRUSS-TO-WOOD TOPPLATE CONNECTIONS


(8) 16D END NAILS FOR OPENINGS BETWEEN 10'-0" AND 16'-0"

JACK STUD-TO-FOUNDATION CONNECTOR PER TABLE-JACK STUD-TO-PLATE OR FOUNDATION UPLIFT CONNECTION

KING STUD-TO-SILL PLATE CONNECTOR PER TABLE-EVERY OTHER STUD TOSILL PLATE

3 ½" MIN8" MAX, @ SP’S

2" MAX. @ SHTD’S8" MIN

12" MAX

A23 FRAMING ANGLE EACH END OF HEADER

HEADER-TO-JACK STUDCONNECTION PER TABLE:HEADER-TO-JACK STUD UPLIFT CONNECTION

A23 FRAMING ANGLE EACH END OF WINDOW SILL FOR OPENINGS 6'-0" AND LESS.(2) A23 FRAMING ANGLES(TOP AND BOTTOM)REQUIRED FOR OPENINGSGREATER THAN 6'-0"

UPLIFT CONNECTORS NOTREQUIRED IN THIS REGION(EXCEPT SILL ANCHORAGE PER PAGE 17)

JACK STUD-TO-FOUNDATIONCONNECTOR FOR TABLEJACK STUD-TO-PLATE ORFOUNDATION CONNECTION

KING STUD-TO-SILL PLATECONNECTOR PER TABLEEVERY OTHER STUD-TO-SILL PLATE

2 1/2" MIN - 4" MAX

2 1/2" MIN - 4" MAX

STACKED AND OFFSETOPENINGS

EVERY CRIPPLE OR FULL HEIGHT STUD ABOVE AN OPENING SHALL BE CONNECTED


111 - 120 MPH - H8121 - 140 MPH WIND - MTS12

RAFTER/TRUSS-TO-TOP PLATECONNECTION PER TABLE:RAFTER/TRUSS-TO-WOOD TOPPLATE CONNECTIONS

ALIGN UPPER STUD W/ KING STUDOF OPENING BELOW AND BEGINEVERY OTHER STUD-TO-TOP PLATECONNECTION PER TABLE: DOUBLETOP PLATE-TO-EVERY OTHER STUD

2ND FLOOR JACK STUD SHALL BE CONNECTED TO FULL HEIGHT STUDS BELOWPER FOOTNOTES #10 & #11TO TABLE: JACK STUD TOSILL PLATE OR FOUNDATIONCONNECTION

EVERY STUD ABOVE ANOPENING SHALL BE CONNECTEDTO THE HEADER BELOW W/ CS16COIL STRAP W/ (6) 10d COMMONNAILS INTO THE STUD AND (6)10d COMMON NAILS INTO THE HEADER

FLOOR-TO-FLOOR STRAPPINGW/ CS16 COIL STRAP PERTABLE CS16 FLOOR-TO-FLOORCONNECTION EVERY OTHER STUD

A23 FRAMED ANGLE EACHEND OF HEADER


A23 FRAMING ANGLE EACH END OF WINDOW SILL FOR OPENINGS 6'-0" AND LESS.(2) A23 FRAMING ANGLES (TOP AND BOTTOM) REQUIRED FOR OPENINGS GREATER THAN 6'-0"

JACK STUD-TO-SILL PLATECONNECTOR PER TABLEJACK STUD-TO-PLATE OR FOUNDATION UPLIFTCONNECTION


(2) 1/2X6 TITEN HD® SILLPLATE ANCHORS AND BP’S REQ’D AT EACH JACK & KING STUD AS SHOWN

DOOR OPENING

WINDOW OPENING OF EQUALWIDTH OR LESS THAN THAT OF THE OPENING ABOVE AREPERMITTED ON THE LOWERSTORY FOR STACKED CONDITIONS

(2) ½X6 TITEN HD SILL PLATE ANCHORS AND BP’S REQ’D AT EACH JACK & KING STUD FOR HEADER SPANS 10' & LESS AS SHOWN WHERE HEADER SPANS ARE GREATER THAN 10' USE (2) 5/8X6 TITENHD ANCHORS AND BP’S.


(4) 16D END NAILS FOR OPENINGS ≤ 10'-0"





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�0 | HIGH WIND FRAMING CONNECTION GUIDE T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC.


TOP PLATE-TO-STUD CONNECTIONPER TABLE : DOUBLE TOP PLATE TO EVERY OTHER STUD

2ND FLOOR KING STUD SHALLBE CONNECTED TO LOWERSTORY KING STUD OR FULLHEIGHT STUD BELOW W/ CS16COIL STRAP PER TABLE CS16FLOOR-TO-FLOOR CONNECTIONEVERY OTHER STUD

EACH RAFTER/TRUSS-TO-HEADER CONNECTION SHALLBE CONNECTED WITH100-120 MPH WIND - MTS16121-140 MPH WIND - HTS20

KING STUD-TO-TOP PLATECONNECTION PER TABLEDOUBLE TOP PLATE-TO-EVERYOTHER STUD

HEADER-TO-JACK STUDCONNECTION PER TABLEHEADER-TO-JACK STUD UPLIFTCONNECTION

ALTERNATE HEADERLOCATION


UPLIFT CONNECTORS NOT REQUIRED IN THIS REGION(EXCEPT SILL ANCHORAGE PER PAGE 17)

WHEN SHEARWALL OCCURS ADJACENT TO OPENING,SUBSTITUTE STHD OR HDU AND SHEARWALL HOLDOWN W/SINGLE BOLTED STYLEHOLDOWN PER PAGE 21

2 1/2" MIN. - 4" MAX.

EVERY CRIPPLE STUD ABOVEAN OPENING SHALL BE CONNECTED


111 - 120 MPH - H8121 - 140 MPH WIND - MTS12

A23 FRAMING ANGLE EACHEND OF HEADER


A23 FRAMING ANGLE EACH END OF WINDOW SILL FOROPENINGS 6'-0" AND LESS (2) A23 FRAMING ANGLES(TOP AND BOTTOM)REQUIRED FOR OPENINGS GREATER THAN 6'-0"

(2) ½X6 TITEN HD® SILL PLATEANCHORS AND BP’S REQ’D AT EACH JACK& KING STUD AS SHOWN

OPENING WITH ADJACENTSHEARWALL

2 1/2" MIN - 4" MAX

KING STUD-TO-TOP PLATE CONNECTION PER TABLE DOUBLE TOP PLATE-TO-EVERY OTHER STUD

RAFTER/TRUSS-TO-TOP PLATE CONNECTION PER TABLE RAFTER/TRUSS-TO-WOOD TOPPLATE CONNECTIONS


(8) 16D END NAILS FOR OPENINGS BETWEEN 10'-0" AND 16'-0"

JACK STUD-TO-FOUNDATION CONNECTOR PER TABLE-JACK STUD-TO-PLATE OR FOUNDATION UPLIFT CONNECTION

KING STUD-TO-SILL PLATE CONNECTOR PER TABLE-EVERY OTHER STUD TOSILL PLATE

3 ½" MIN8" MAX, @ SP’S

2" MAX. @ SHTD’S8" MIN

12" MAX

A23 FRAMING ANGLE EACH END OF HEADER


A23 FRAMING ANGLE EACH END OF WINDOW SILL FOR OPENINGS 6'-0" AND LESS.(2) A23 FRAMING ANGLES(TOP AND BOTTOM)REQUIRED FOR OPENINGSGREATER THAN 6'-0"

UPLIFT CONNECTORS NOTREQUIRED IN THIS REGION(EXCEPT SILL ANCHORAGE PER PAGE 17)

JACK STUD-TO-FOUNDATIONCONNECTOR FOR TABLEJACK STUD-TO-PLATE ORFOUNDATION CONNECTION


2 1/2" MIN - 4" MAX

2 1/2" MIN - 4" MAX

STACKED AND OFFSETOPENINGS

EVERY CRIPPLE OR FULL HEIGHT STUD ABOVE AN OPENING SHALL BE CONNECTED


111 - 120 MPH - H8121 - 140 MPH WIND - MTS12

RAFTER/TRUSS-TO-TOP PLATECONNECTION PER TABLE:RAFTER/TRUSS-TO-WOOD TOPPLATE CONNECTIONS

ALIGN UPPER STUD W/ KING STUDOF OPENING BELOW AND BEGINEVERY OTHER STUD-TO-TOP PLATECONNECTION PER TABLE: DOUBLETOP PLATE-TO-EVERY OTHER STUD

2ND FLOOR JACK STUD SHALL BE CONNECTED TO FULL HEIGHT STUDS BELOWPER FOOTNOTES #10 & #11TO TABLE: JACK STUD TOSILL PLATE OR FOUNDATIONCONNECTION

EVERY STUD ABOVE ANOPENING SHALL BE CONNECTEDTO THE HEADER BELOW W/ CS16COIL STRAP W/ (6) 10d COMMONNAILS INTO THE STUD AND (6)10d COMMON NAILS INTO THE HEADER

FLOOR-TO-FLOOR STRAPPINGW/ CS16 COIL STRAP PERTABLE CS16 FLOOR-TO-FLOORCONNECTION EVERY OTHER STUD

A23 FRAMED ANGLE EACHEND OF HEADER


A23 FRAMING ANGLE EACH END OF WINDOW SILL FOR OPENINGS 6'-0" AND LESS.(2) A23 FRAMING ANGLES (TOP AND BOTTOM) REQUIRED FOR OPENINGS GREATER THAN 6'-0"

JACK STUD-TO-SILL PLATECONNECTOR PER TABLEJACK STUD-TO-PLATE OR FOUNDATION UPLIFTCONNECTION


(2) 1/2X6 TITEN HD® SILLPLATE ANCHORS AND BP’S REQ’D AT EACH JACK & KING STUD AS SHOWN

DOOR OPENING

WINDOW OPENING OF EQUALWIDTH OR LESS THAN THAT OF THE OPENING ABOVE AREPERMITTED ON THE LOWERSTORY FOR STACKED CONDITIONS

(2) ½X6 TITEN HD SILL PLATE ANCHORS AND BP’S REQ’D AT EACH JACK & KING STUD FOR HEADER SPANS 10' & LESS AS SHOWN WHERE HEADER SPANS ARE GREATER THAN 10' USE (2) 5/8X6 TITENHD ANCHORS AND BP’S.







UPLIFT LOAD PATH

T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC. HIGH WIND FRAMING CONNECTION GUIDE | �1

100-110 MPH 111-120 MPH 121-130 MPH 131-140 MPH

1’ < L 4’ 20'-40' SSP SSP SP4 SSP

20'-28' SP4 SP4 SP4 SP4

28'-40' 2-SSP 2-SP4 STHD8 STHD8

20'-28' STHD8 STHD8 STHD8 STHD8








20'-28'

28'-40'

HeaderSpan (L)

L 10’

RoofSpan

Doors andWindows

Anchorage at SSW studs to foundation not required

Garages 16’

16’ 5

Jack Stud-to-Sill Plate or Foundation ConnectionFraming

Condition

4’ < L 6’

6’ < L 8’

8’ < L 10’

1’ < L 4’

L 10’

16’

16’ 5

4’ < L 6’

6’ < L 8’

8’ < L 10’

HD14A

HD15

HDU11

HDU8

HTT22

Jack StudHoldown

Alternate Jack Stud Holdown8,9

Required Holdownfor Total Load

STHD8 / HDU2

HD8A

HD10A

HD14AHD14A

HD15

STHD10 / HDU4

HD10A

HD14A

HTT22

HDU8

HDU11

HD14A

HD15

-

HD10A

HD14A

HD15

HD15

-

-

ShearwallHoldown

HTT22

HDU8

HDU11

STHD14 / HDU5

100-110 MPH 111-120 MPH 121-130 MPH 131-140 MPH

20'-40' LSTA9 LSTA9 LSTA9 LSTA9


28'-40' 2-LSTA9 2-LSTA9 2-LSTA9 2-LSTA9







20'-28' 2-LSTA12 2-LSTA15 2-CS16 2-CS16

28'-40' 2-LSTA18 2-CS16 2-CS16 3-MSTA18

20'-28' 2-LSTA12 2-LSTA15 2-CS16 2-CS16

28'-40' 2-LSTA18 2-CS16 4-LSTA15 4-LSTA18

Header-to-Jack Stud Uplift ConnectionRoofSpan

Doors andWindows

Garages

FramingCondition

HeaderSpan (L)




100-110 MPH 111-120 MPH 121-130 MPH 131-140 MPH

1’ < L 4’ 20'-40' SSP SSP SP4 SSP

20'-28' SP4 SP4 SP4 SP4










20'-28'

28'-40'

HeaderSpan (L)

L 10’

RoofSpan

Doors andWindows


Garages 16’

16’ 5


Condition

4’ < L 6’

6’ < L 8’

8’ < L 10’

1’ < L 4’

L 10’

16’

16’ 5

4’ < L 6’

6’ < L 8’

8’ < L 10’

HD14A

HD15

HDU11

HDU8

HTT22

Jack StudHoldown



STHD8 / HDU2

HD8A

HD10A

HD14AHD14A

HD15

STHD10 / HDU4

HD10A

HD14A

HTT22

HDU8

HDU11

HD14A

HD15

-

HD10A

HD14A

HD15

HD15

-

-

ShearwallHoldown

HTT22

HDU8

HDU11

STHD14 / HDU5

100-110 MPH 111-120 MPH 121-130 MPH 131-140 MPH










20'-28' 2-LSTA12 2-LSTA15 2-CS16 2-CS16

28'-40' 2-LSTA18 2-CS16 2-CS16 3-MSTA18

20'-28' 2-LSTA12 2-LSTA15 2-CS16 2-CS16

28'-40' 2-LSTA18 2-CS16 4-LSTA15 4-LSTA18


Doors andWindows

Garages

FramingCondition

HeaderSpan (L)



1. Table assumes Spruce Pine Fir lumber framing minimum in wind speeds between 100-130 MPH. DF/SP lumber required in 131-140 MPH column.

2. Table provides list of header-to-jack stud straps for openings.3. When headers are located in gable end walls, use the 20' roof

span rows for all header length connections. 4. Full height studs on each side of an opening shall have

connectors as specified on pages 14 and 16. 5. The header length listed is to be used when installed over

Simpson Steel Strong-Wall Panels (see option 2, pg 47).6. Where (3) MSTA straps are required, face nail each jack stud

together with (2) 10d common nails at 6-inches on center. Fasten the STHD holdown to the innermost two jack studs at the foundation.

7. Where (4) LSTA straps are specified at SSW connections install one strap to each stud on the inside and outside of the SSW with 10d x 1-1/2" nails.

8. Quantity of straps to Jack stud(s) required are based on wind uplift loads only. Additional jack studs shall be installed per table 3.22F of the WFCM.

9. Quantity of full height studs required adjacent to the end of the header shall be per table 3.23C of the WFCM.

1. Table assumes Spruce Pine Fir lumber framing minimum in wind speeds between 100-130 MPH. DF/SP lumber required in 131-140 MPH column.

2. Table provides list of jack stud-to-sill plate or foundation connections. Connectors shall be installed on same jack studs as header straps.

3. STHD8, STHD10 and STHD14 holdowns listed may be substituted with HDU2, HDU4 and HDU5 holdowns at window openings. Attach HDU holdowns directly to jack studs that have header straps installed. All STHD holdowns listed may be substituted with an HD6A holdown at door openings. HD6A stud bolts shall be installed through all king and jack studs.

4. When headers are located in gable end walls, use the 20' roof span rows for all header length connections.5. The header length listed is to be used when installed over Simpson Steel Strong-Wall Panels (see option 2,

pages 47 and 48).6. Quantity of straps-to-jack stud(s) required are based on wind uplift loads only. Additional jack studs shall be

installed per table 3.22F of the WFCM. 7. Quantity of full height studs required adjacent to the end of the header shall be per table 3.23C of the WFCM.8. STHD jack stud-to-foundation anchors shall be spaced no closer to shearwall holdowns than twice the

embedment of the shearwall holdown anchor bolt. With the exception of when the shearwall holdown is located directly adjacent to the window opening. Refer to note 9 for exception.

9. When a jack stud-to-foundation anchor is required directly adjacent to a shearwall, the shearwall holdown and jack stud holdown at that location shall be substituted with a single bolted style holdown from Alternate Jack Stud Holdown table.

10. When openings occur at second floor and SSP or SP4/SP6 connectors are required at the jack-to-sill plate connection, substitute CS16 strap with (6) 10d common nails into the jack stud at the upper floor and (6) 10d common nails into the jack stud at the lower floor. Anchorage of the lower floor full height stud or jack stud and foundation plate shall be per the table.

11. When openings occur at second floor and STHD holdowns are required at the jack-to-sill plate connection, substitute CS16 strap with (10) 10d common nails into each jack stud at the upper floor and (10) 10d common nails into each jack stud at the lower floor. Anchorage of the lower floor full height studs or jack studs and foundation plate shall be per the table.

100-110 MPH 111-120 MPH 121-130 MPH 131-140 MPH

1’ < L 4’ 20'-40' SSP SSP SP4 SSP

20'-28' SP4 SP4 SP4 SP4










20'-28'

28'-40'

HeaderSpan (L)

L 10’

RoofSpan

Doors andWindows


Garages 16’

16’ 5


Condition

4’ < L 6’

6’ < L 8’

8’ < L 10’

1’ < L 4’

L 10’

16’

16’ 5

4’ < L 6’

6’ < L 8’

8’ < L 10’

HD14A

HD15

HDU11

HDU8

HTT22

Jack StudHoldown



STHD8 / HDU2

HD8A

HD10A

HD14AHD14A

HD15

STHD10 / HDU4

HD10A

HD14A

HTT22

HDU8

HDU11

HD14A

HD15

-

HD10A

HD14A

HD15

HD15

-

-

ShearwallHoldown

HTT22

HDU8

HDU11

STHD14 / HDU5

100-110 MPH 111-120 MPH 121-130 MPH 131-140 MPH










20'-28' 2-LSTA12 2-LSTA15 2-CS16 2-CS16

28'-40' 2-LSTA18 2-CS16 2-CS16 3-MSTA18

20'-28' 2-LSTA12 2-LSTA15 2-CS16 2-CS16

28'-40' 2-LSTA18 2-CS16 4-LSTA15 4-LSTA18


Doors andWindows

Garages

FramingCondition

HeaderSpan (L)



UPLI

FT L

OAD

PATH

�� | HIGH WIND FRAMING CONNECTION GUIDE T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC.

UPLIFT LOAD PATH | Gable End connections

The gable end rake overhang is a common area for wind damage because the typical construction method does not provide adequate resistance to roof uplift. The details below use outlookers with a maximum overhang length of 1'-0" from the exterior face of the stud to resist the uplift forces at this location. A continuous load path for these uplift forces must be maintained from the gable framing to the foundation.

ContinuousOutlooker, Typ.

A

Blocking BetweenEach Outlooker, Typ.

Roof Diaphragm Boundary Fastening

Facenail or A34 Clip Angleat Each Outlooker-to-RafterConnection, Typ.

Ceiling Joist, Typ.

GypsumBoard, Typ.

B

C

E

CA

Continuous Outlooker, Typ.

GypsumBoard, Typ.

Roof Diaphragm Boundary Fastening

Facenail or A34 Clip Angleat Each Outlooker-to-RafterConnection, Typ.

Blocking BetweenEach Outlooker, Typ.

B

D

E

7/16" Sheathing with 8d commons at:100-110 MPH 6:12111-130 MPH 4:12131-140 MPH 3:12

7/16" Sheathing with 8d commons at:100-110 MPH 6:12111-130 MPH 4:12131-140 MPH 3:12

100-110 MPH 111-120 MPH 121-130 MPH 131-140 MPH

AOutlooker

to TopPlates

Outlookerto TopChord

Per Outlooker

Per blockbetween Outlooker

H2.5A H2.5A 2-H2.5A 2-H2.5A

B Blocking toTop Plates

Blocking toTop Chord

C4 Stud to Plates N/A 32" Max. 2-H2.5A 2-H2.5A 2-H2.5A 2-H2.5A

D N/ABottom

Chord toTop Plates

As Noted LTP5 @ 32" o.c. LTP5 @ 26" o.c. LTP5 @ 22" o.c. LTP5 @ 22" o.c.

E4 32" Max. SP4/SP6 SP4/SP6 SP4/SP6 SP4/SP6

Gable Endwall Uplift Connectors at Various Framing Locations

ConnectorLocation

ConnectorSpacing

DF/SP/SPF2

See Table Below

StickFraming

TrussFraming

Top Plates to Studs5

Table 2.2C & 2.6Based on the:

1. Table based on 1'-0" maximum outlooker span measured from the exterior face of stud. For outlooker spans greater than 1'-0" refer to the WFCM, table 2.2c. 2. SPF may not be used for windspeeds greater than 130 mph in this guide. 3. Where 2 connectors are specified in the table above, one connector must be installed on each side of the wall.4. Where studs in gable align with studs below, use strapping per note 6 on page 15, and sill anchors per note 9 on page 17.5. Use connectors listed in the table at stud-to-bottom plate.

3:12 - 6:12 1 1 1 1 1 22 1 1 22 1 1 22

7:12 - 8:12 1 1 22 1 22 2 1 22 2 1 22 2

9:12 - 10:12 1 1 22 1 22 2 22 22 32 22 22 32

Roof Pitch

100-110 MPH

Sidewall Length (L)

111-120 MPH 121-130 MPH 131-140 MPH

Sidewall Length (L) Sidewall Length (L) Sidewall Length (L)

LTP5 Shear Connector at Blocking Between each Outlooker (B) Table 2.2C & 2.6Based on the:

1. Based on roof spans between 20 and 40 feet, and outlooker spacing at 24".2. Where noted in the table, when outlookers are spaced at 16" o.c., reduce required number of LTP5 connectors by one.

lateral bracingnot shown for clarity

(see page ��)Stick Framed Gable Endcross Section

truss Gable Endcross Section

UPLIFT LOAD PATH

T-HWFCG06 ©2006 SIMPSON STRONG-TIE CO., INC. HIGH WIND FRAMING CONNECTION GUIDE | ��

DESIGN EXAMPLE | uplift load path

60’

40’

Design parameters

Wind: 120 mph Exposure B

10' Plate Height

5:12 Roof Pitch

2'-0" Overhang

1'-0" Gable Rake Overhang

Southern Pine Framing (all members)

Trusses span 40'-0" at 24" o.c.

upliFt loaD patHDESiGn EXamplE

1. truss-to-top plate - page 1� Trusses span 40'-0" at 24" o.c. From table, choose MTS12 at end of truss

Note: If rafters are used in lieu of trusses, an LSTA12 ridge strap connector is required to tie the rafters together.

�. top plate-to-Stud - page 1� From table, choose SPH4 at every other stud

�. Stud-to-Sill plate - page 16 From table, single story applications chose SPH4

�. Sill-to-Foundation - page 17 From table, choose Titen HD®’s at 24" o.c. or MASZ at 14" o.c.

Note: This sill plate anchorage is for uplift only. Additional anchors may be required in designated shearwall locations (see Lateral Load Path Design Example).

�. Header - page 19-�1 Per Alternate Header Location detail on page 19, truss-to-header

shall be connected with MTS16. From table, for 6' span attach header to jack studs with an LSTA9 at each jack. Attach header and window sill to jack with A23. Attach jack-to-sill with SP4 (consider SPH4 for simplicity with all other stud-to-sill connectors). Attach sill-to-foundation with (2) Titen HD’s.

6. Gable End uplift connector (not shown) - page �� From Detail Truss Gable End, outlooker top chord use H2.5A.

Bottom chord to double top plate use LTP5’s at 26" o.c. Wall top plates to studs use SP4 at every other stud at 32" o.c.

LSTA9LSTA9

A23

1

2

3

4

5

5

5

A23

A23

A23

SP4

SPH4 (Typ.)

SPH4 (Typ.)

TITEN HD(Typ.)

SP4(Typ.)

MTS16(Typ.)

MTS12

2 1/2"-4"MAX

(Typ.)

LATE

RAL

LOAD

PAT

H


LATERAL LOAD PATH - OVERVIEWWind not only affects a structure with uplift forces, but it also imposes shear forces that try to make a structure rack, slide, or overturn. Additional steps must be taken to resist these loads and ensure that the structure will remain strong. This is done through the addition of bracing, connectors and shearwalls.

Large openings along wall lines (such as windows and doors) create structural challenges in resisting these lateral loads. This is especially true at garage fronts. Such openings often do not leave a large enough wall section to provide sufficient strength. These applications will require the use of prefabricated panels to meet the load requirements.


The building code requires a home to be constructed with a continuous load path which reinforces all the major connection points within a home.

international Building code® 160�.� analysisAny system or method of construction to be used shall be based on a rational analysis in accordance with the well-established principles of mechanics. Such analysis shall result in a system that provides a complete load path capable of transferring loads from their point of origin to the load resisting elements.

international Residential code® R�01.1The construction of buildings and structures in accordance with the provisions of this code shall result in a system that provides a complete load path that meets all requirements for the transfer of all loads from their point of origin through the load-resisting elementsto the foundation.

Mudsill Anchor:Anchors wallframing tothe foundation

Holdown Anchor:Anchors shearwallends to foundation

PrefabricatedShearwall:An alternateto site-builtshearwalls

Site-BuiltShearwall:Supportshorizontaldiaphragmsand resistslateral forces

Holdown/Strap Tie: Ties secondfloor-to-firstfloor

Roof BoundaryClip: Transfers shearloads betweenroof and topplates

LATERAL LOAD PATH


Lateral forces are generated from wind blowing into the side of the structure, which is referred to as out-of-plane loads. As such, the walls have to be designed to transfer the wind pressures. The WFCM provides minimum stud sizes required to be able to take the out of plane wind loads. The connections at the top and bottom of the walls must also be considered to prevent the wall from blowing over. At the bottom of the wall, the anchor bolts provide the resistance to the loads. At the top of the wall, a positive connection must be made to the truss above to brace the wall from blowing over. This connection can be made with nails as shown.

Trusses, rafters and joists shall be toe-nailed to the top plates of the wall with (3) 10d commons for plate heights up to 10 feet. To avoid splitting, no more than (2) toe-nails shall be installed in each side of a truss/rafter or joist when fastened to a 2x4 top plate or (3) toe-nails in each side when fastened to a 2x6 top plate. Toe-nails shall be installed at approximately 30˚ and started Z\₃ the length of the nail from the end of the member. Refer to WFCM Table 3.1 for all other fastening requirements not listed. Rafters and ceiling joists shall be face nailed together per Table 3.9A of the 2001 WFCM.

Another consideration is for gable end walls as their failures are one of the most common during wind events. Typical platform framing creates a joint or seam that is susceptible to failure if not properly reinforced. There are various methods that are effective to help prevent gable end failures.

1. Construct gable ends using balloon framing with studs continuous from the floor to roof and fasten studs to top and bottom plates per WFCM table 3.5A. For 2x6 stud heights up to 20 feet, fasten outlookers to top plates with (5) 10d toe-nails (install no more than (3) toe nails per side of outlooker to avoid splitting) or (2) A34’s when 2x4 studs.

2. Brace top plate with a diagonal brace up to the roof, connecting the brace to the top plate using a pair of GBC’s Gable Brace Connector as shown.

3. Brace top plate with a ceiling diaphragm, using the horizontal bracing shown below to transfer the loads into the ceiling diaphragm.

1. The minimum sidewall and continuous 2x brace length given in the table above is the minimum length required in the direction perpendicular to the gable endwall. If the minimum length is not available, use the Simpson GBC connectors.

2. Continuous 2x brace shall be spaced at 6 feet o.c. across the gable endwall. Where the 2x brace needs to be spliced, nail the ends of the brace to a common framing member w/ 2-10d common nails as shown in the detail.

3. Minimum sidewall and continuous 2x brace length is based on a wall height of 10 feet. The minimum length may be decreased by a factor of 0.8 for walls no taller than 8 feet; and by a factor of 0.9 for walls no taller than 9 feet.

4. Minimum sidewall and continuous 2x brace length is based on a 40 foot roof span. The minimum length may be decreased by a factor of 0.7 for roof spans 30 feet and less.

5. Minimum length reduction factors may be used cumulatively.

1. Spacing may be increased by a factor of 1.2 for wind speeds 100-130 MPH if both the brace and the top plate are Southern Pine lumber.

2. Spacing is based on a wall height of 10 feet. Spacing may be increased by a factor of 1.25 for walls no taller than 8 feet and by a factor of 1.1 for walls no taller than 9 feet.

3. Spacing is based on a 40 foot roof span. Spacing may be increased by a factor of 1.1 for roof spans 30 feet and less.

4. Spacing increase factors may be used cumulatively. 5. Brace must be placed at an angle between 40 and 45 degrees to the horizontal.6. Use a minimum 2x4 gable brace. Larger sections may be used and in some cases

required. Simpson GBC Connector (installed in pairs)see table for spacing

2x4 minimumdiagonal brace

2x minimum blockbetween trussor rafters

Fasten brace to blockwith (6) 10d commons

Fasten 2x block to roof sheathing with (6) 10dcommons evenly spaced along block

Fasten each end of 2x block to truss or rafter with SimpsonA23 framing angle

Toe-nail chord to top plates with 8d common nails@ 6" o.c.Note: Toe-nails do not replace LTP5 as required on page 22

LSTA24 with (6) 10d commons each end of strap

SimpsonLPT5 perTable on page 22

Fasten 2x brace toblock with (9) 10dcommons

Fasten 2x6 nailerto top plates with10d common nailsat 6" o.c.

Install A23 each side of block to 2x nailer

Fasten gypsum board toceiling framing with Quik Drive® DWC114PS screws at 7" o.c. See IBC 2508.5 for further information

(2) 10d permember

LATERAL LOAD PATH | out-of-plane Wall connections

DF/SP

100-110 MPH 111-120 MPH 121-130 MPH 131-140 MPH

3:12 - 6:12 56" 46" 40" 42"

7:12 - 8:12 50" 42" 36" 36"

9:12 - 10:12 44" 38" 32" 32"

Roof PitchDF/SP/SPF

Required Spacing of GBC (inches o.c.)

100-110 MPH 111-120 MPH 121-130 MPH 131-140 MPH

3:12 - 6:12 30' 40' 45' 50'

7:12 - 8:12 35' 45' 50' 60'

9:12 - 10:12 40' 50' 55' 60'

Minimum Sidewall and Continuous2x Brace Length (ft)

Roof PitchWind Speeds

Table 2.6Based on the:


DF/SP

100-110 MPH 111-120 MPH 121-130 MPH 131-140 MPH

3:12 - 6:12 56" 46" 40" 42"

7:12 - 8:12 50" 42" 36" 36"

9:12 - 10:12 44" 38" 32" 32"

Roof PitchDF/SP/SPF

Required Spacing of GBC (inches o.c.)

100-110 MPH 111-120 MPH 121-130 MPH 131-140 MPH

3:12 - 6:12 30' 40' 45' 50'

7:12 - 8:12 35' 45' 50' 60'

9:12 - 10:12 40' 50' 55' 60'

Minimum Sidewall and Continuous2x Brace Length (ft)

Roof PitchWind Speeds



LATE

RAL

LOAD

PAT

H


Wind imposes uplift and lateral loads into the roof sheathing or roof diaphragm. The diaphragm acts like a deep beam supported by walls attached directly to the roof. The ability of the diaphragm to transfer these loads is dependent on the proper sheathing thickness, size and amount of fasteners used. Additional consideration must be made for uplift or suction forces on the diaphragm. These forces are resisted by additional fasteners in the sheathing zones shown in the following details.

The tables below show the fasteners needed for attachment of the roof and floor diaphragms. It provides options for using nails or Simpson’s Quik Drive® screws. Quik Drive Screws provide enhanced performance to nails for the roof diaphragm as they provide higher withdrawal resistance and can reduce squeaks in a floor system.

Zone 1(in)

Zone �(in)

Zone �(in)

Zone �over Hang

Zone 1(in)

Zone �(in)

Zone �(in)

Zone �over Hang

36' 7/16 6:12 6:12 6:12 6:12 36'- 60' (L - 36')/2 7/16 6:12 4:12 4:12 4:12

40' 15/32 6:12 6:12 4:12 4:12 40'- 60' (L - 40')/2 15/32 6:12 6:12 4:12 4:12

32' 7/16 6:12 6:6 3:6 3:6 32'- 60' (L - 32')/2 7/16 4:12 4:6 3:6 3:6

36' 15/32 6:12 4:6 2.5:6 2.5:6 36'- 60' (L - 36')/2 15/32 4:12 4:6 4:6 4:6

34' 15/32 6:12 4:12 4:12 4:12 34'- 60' (L - 34')/2 15/32 4:12 4:12 4:12 4:12

40' 19/32 6:12 6:12 4:12 4:12 40'- 60' (L - 40')/2 19/32 6:12 6:12 4:12 4:12

28' 15/328d 6:12 6:6 2.5:6 2.5:6 28'- 60' (L - 28')/2 15/328d 4:12 4:6 2.5:6 2.5:6

36' 19/3210d 6:12 6:6 2.5:6 2.5:6 36'- 60' (L - 36')/2 19/3210d 4:12 4:6 4:6 4:6

28' 15/32 6:12 4:12 4:12 4:12 28'- 60' (L - 28')/2 15/32 4:12 4:12 4:12 4:12

34' 19/32 6:12 4:12 4:12 4:12 34'- 60' (L - 34')/2 19/32 4:12 4:12 4:12 4:12

26' 15/32 6:12 6:6 2.5:6 2.5:6 26'- 60' (L - 26')/2 15/32 4:12 4:6 2:6 2:6

30' 19/32 6:12 6:6 2.5:6 2.5:6 30'- 60' (L - 30')/2 19/32 4:12 4:6 2.5:6 2.5:6

20'-40' 28'WSNTL3 6:12 4:12 4:12 4:12 28'- 60' (L - 28')/2WSNTL3 4:12 4:12 3:12 3:12

20'-40' 24'10d 6:12 6:6 2.5:6 2.5:6 24'- 60' (L - 24')/210d 4:12 2:6 2:6 2:6

Wind SpeedZone

Gc_t�0

111-120 MPH

121-130 MPH

WSNTL212

8d

10d

20'-40'

20'-40'

20'-40'

19/32

WSNTL3

WSNTL212 WSNTL212

131-140 MPH

100-110 MPH

Blocked Roof Diaphragm

min.Sheathingthickness

Sidewalllengths

(l)

WSNTL212

8d

19/32

Fastenermodel

RoofSpan(W)

length ofBlocked

Diaphragm

Fastenermodel

un-Blocked Roof Diaphragm

Roof Diaphragm

Fastener Spacing (Edge:Field)6 Fastener Spacing (Edge:Field)6min.Sheathingthickness

max.Sidewall

lengths (l)

10d

WSNTL3

Table 2.4, 2.5A & BBased on the:

1. Table provides fastening schedule for un-blocked and blocked roof diaphragms2. When side wall lengths are less than maximum side wall lengths, use un-

blocked roof diaphragm schedule. 3. When side wall length exceeds maximum sidewall lengths for un-blocked

diaphragm, solid blocking shall be installed and blocked roof diaphragm fastener schedule shall be followed for the length of side wall greater than the maximum. The length of blocked diaphragm listed in table shall be installed at each end of the diaphragm.

4. Framing members at adjoining panel edges shall be 3" nominal or larger, and fasteners shall be staggered where nails are spaced 2-1/2" or 2" on-center.

5. 8d = 0.131" x 2-1/2" common nail, 10d = 0.148" x 3" common nail 6. Fastener spacing listed (Edge:Field) shall be as follows:

Fastener spacing Edge = Nail spacing at panel edges including framing members and blocking if required. Fastener spacing Field = Nail spacing at intermediate supports in the field.

7. The dimension ‘a’ for each Zone is measured as 10% of the minimum building dimension (L or W), but not less than 3 feet.

8. The dimension ‘a’ is measured as a horizontal projection on the building roof.9. Fastener spacing listed is based on DF/SP Framing Members. For SPF framing

members, reduce the edge spacing as follows: 6" on-center spacing listed shall be 4" on-center 4" on-center spacing listed shall be 3" on-center 3" on-center spacing listed shall be 2.5" on-center

2.5" on-center spacing listed shall be 2" on-center10. Table values are for roof pitches between 3:12-10:12.

LATERAL LOAD PATH | Roof and Floor Diaphragm Sheathing Fasteners

100-110 MPH 52' 6:12 52'- 60' (L - 52')/2 6:12

111-120 MPH 44' 6:12 44'- 60' (L - 44')/2 6:12

121-130 MPH 36' 6:12 36'- 60' (L - 36')/2 4:12

131-140 MPH 32' 6:12 32'- 60' (L - 32')/2 4:12

Floor Diaphragm 10d common nails or WSntl� Screws

Blocked Floor Diaphragmun-blocked Floor Diaphragmmin.

Sheathingthickness

FloorSpan

W

Wind SpeedZone

Gc_t�7

length of BlockedDiaphragm at each end�

FastenerSpacing�

FastenerSpacing�

max.Sidewall

lengths (l)

20'-40' 19/32"

Sidewalllengths

(l)

Table 2.5A & BBased on the:

1. Table provides fastening schedule for un-blocked and blocked floor diaphragms2. When sidewall lengths are less than maximum sidewall lengths, use un-blocked

floor diaphragm schedule. 3. When sidewall length exceeds maximum sidewall lengths for un-blocked

diaphragm, solid blocking shall be installed and blocked floor diaphragm fastener schedule shall be followed for the length of sidewall greater than the maximum. The length of blocked diaphragm listed in table shall be installed at each end of the diaphragm.

4. 10d = 0.148" x 3" common nail. 5. Fastener spacing listed (Edge:Field) shall be as follows:

Fastener spacing Edge = Nail spacing at panel edges including framing members and blocking if required.

Fastener spacing Field = Nail spacing at intermediate supports in the field.

6. Fastener spacing listed is based on DF/SP Framing Members. For SPF framing members, reduce the spacing as follows: 6" on-center spacing listed shall be 4" on-center 4" on-center spacing listed shall be 3" on-center

7. Maximum floor diaphragm openings shall be in accordance with the detail on page 27.

8. Where the opening is less than 2ft from the exterior wall, the exterior wall studs along the length of the opening shall be full height from the foundation to the top of the 2nd story, or a header(s) shall be provided at the opening to transfer lateral, gravity, and uplift loads around the opening.

9. If sheathing thickness is greater than 19/32", increase WSNTL screw length to achieve minimum penetration of 1¼" into framing.

LATERAL LOAD PATH


ZonE DESiGnation DiaGRamS

� � � � � �

� 1 � � 1 �

� �

l

W

� � � �

a

a

a a

a

a

Gc_D�0a

Gable Roof plan

� �

�

� �

� �

��

��

� �1

1

1

1� �

aa

a

a a

a

aa

�

� �

W

l

Hip Roof plan

a = 10% of least building dimen-

sion (W or L) but not less than 3 ft.

LATERAL LOAD PATH | Roof and Floor Diaphragm Sheathing Fasteners

Edge Nailing

Field Nailing

Min. Length of Blocking per Table

Blocking at Truss/RafterEnds Always Required

Blocking

Min. Lengthof Blockingper Table

See Footnote#8 on page 26

Floor Diaphragm

Roof Diaphragm

W

L

Min. Length of Blocking per T

able

Blocking

0 ≤ lesser of12 ft. or W/2

0 ≤ lesser of12 ft. or L/2

LATE

RAL

LOAD

PAT

H



W l W l W l W l W l W l W l W l W l W l W l W l

1 1 1 1 25 1 1 1 1 1 2 1 1 1 1 1 2 1 1 1 25 1 2 11 1 1 1 1 1 1 1 1 1 25 1 1 1 1 1 2 1 1 1 25 1 2 11 1 1 1 1 1 1 1 1 1 25 1 1 1 1 1 2 1 1 1 1 1 2 11 1 1 1 1 1 1 1 1 1 25 1 1 1 1 1 25 1 1 1 1 1 2 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 25 1 1 2 1 1 2 11 1 1 1 25 1 1 1 1 1 2 1 1 1 25 1 2 1 1 1 2 1 2 11 1 1 1 25 1 1 1 1 1 2 1 1 1 25 1 2 1 1 1 25 1 2 11 1 1 1 25 1 1 1 1 1 2 1 1 1 1 1 2 1 1 1 25 1 2 11 1 1 1 25 1 1 1 1 1 25 1 1 1 1 1 2 1 1 25 25 1 2 11 1 1 1 1 1 1 1 1 1 25 1 1 25 1 1 2 1 1 25 25 25 2 25

1 1 25 1 2 1 1 1 2 1 2 1 25 1 2 1 35 1 2 1 2 1 3 11 1 1 1 2 1 1 1 25 1 2 1 25 1 2 1 35 1 25 1 2 1 35 11 1 1 1 2 1 1 1 25 1 2 1 1 1 2 1 2 1 25 25 2 1 35 11 1 1 1 25 1 1 1 25 1 2 1 1 25 25 1 2 1 25 2 2 25 35 25

1 1 1 1 2 1 1 2 1 1 2 1 1 2 25 25 2 25 25 2 2 2 35 21 1 25 1 2 1 25 1 2 1 35 1 2 1 2 1 3 1 2 1 2 1 3 11 1 25 1 2 1 1 1 2 1 2 1 25 1 2 1 35 1 2 25 2 25 3 11 1 25 1 2 1 1 1 2 1 2 1 25 25 2 1 35 1 2 2 2 25 3 25

1 1 25 1 2 1 1 25 25 1 2 1 25 2 2 25 35 25 25 2 2 2 35 21 25 1 1 2 1 1 2 25 2 2 2 25 2 2 2 35 2 25 2 2 2 35 2

24"

3:12 -8:12

9:12 -10:12

16"

3:12 -8:12

9:12 -10:12

�1'-60' �0'-�0' �1'-�0' �1'-60'

1�1-1�0 mpH 1�1-1�0 mpH

�0'-�0' �1'-�0' �1'-60' �0'-�0' �1'-�0' �1'-60' �0'-�0' �1'-�0'

RBc at Blocking at Each Rafter/truss Bay

RoofFramingSpacing

Roofpitch

Gc_t�1a

Roof Span(W)

Sidewall length (l) Sidewall length (l) Sidewall length (l) Sidewall length (l)100-110 mpH 111-1�0 mpH

20' ≤ W ≤ 24'

24' < W ≤ 28'28' < W ≤ 32'32' < W ≤ 36'

36' < W ≤ 40'20' ≤ W ≤ 24'

24' < W ≤ 28'28' < W ≤ 32'32' < W ≤ 36'

36' < W ≤ 40'

20' ≤ W ≤ 24'

24' < W ≤ 28'28' < W ≤ 32'32' < W ≤ 36'

36' < W ≤ 40'20' ≤ W ≤ 24'

24' < W ≤ 28'28' < W ≤ 32'32' < W ≤ 36'

36' < W ≤ 40'

1. Blocking must be installed between each rafter/truss with the required number of RBC clips listed above.2. Toe nails or hurricane ties do not eliminate the need for blocking.3. Reference Simpson Strong Tie flier F-RBC06 for information on venting the attic space with blocking installed between each rafter/truss.4. Table does not apply to Roof Span (W) wall connections at Gable End Walls. Refer to detail on page 22 for shear transfer connections at gable end walls5. Table assumes 10' wall heights. Number of RBC’s listed may be reduced by one for 8' wall heights.6. See page 27 for ‘W’ and ‘L’ reference.

The roof system works as an assembly to resist lateral forces. These forces are collected in the sheathing and must be transferred into the top of the wall. This is accomplished with the use of blocking between the trusses or rafters right over the framing wall. The sheathing transfers the load into the blocking via the boundary fasteners. The blocking uses a connector (RBC) to transfer the load to top of the wall.

The table below provides a list of the required number of RBC connectors per truss/rafter bay. In some cases the number of RBC connectors required in the sidewall (L) will not match the number of required in the roof span wall (W).

GC_D21A

Gc_D�1B

Gc_D�1c

LATERAL LOAD PATH | Diaphragm-to-Wall connections

RBc

LATERAL LOAD PATH


Double top plates are used as collectors or struts. They work to collect or drag the horizontal shear from the roof or floor diaphragm into the shearwall. Because wall lengths are often long, the top plates must be spliced together. Splices create weak points and require additional fasteners for reinforcement to tie the plates together and drag the shear into the shearwalls.

SDS1/4x3 10d Common SDS1/4x3 10d Common

8' 20.0 17.0 20.0 14.0

9' 20.0 15.0 18.0 13.0

10' 20.0 13.0 16.0 11.0

8' 20.0 14.0 17.0 12.0

9' 18.0 12.0 15.0 11.0

10' 16.0 11.0 13.0 9.0

8' 17.0 12.0 14.0 10.0

9'6 15.0 10.0 13.0 9.0

10'6 14.0 9.0 11.0 8.0

8' 15.0 12.0

9'6 13.0 10.0

10'6 12.0 8.0

100-110 MPH

111-120 MPH

131-140 MPH

Maximum Center-to-Center Spacing

of Shearwalls


of Shearwalls


of Shearwalls


of Shearwalls

Fasteners andStrap at eachplate splice

Fasteners andStrap at eachplate splice

SPF Top Plate Splice

Single or Top story 1st of 2 Story

19 36

Wind Speed Zone

Plate Height

121-130 MPH

Single or Top story

DF/SP Top Plate Splice

Collector/Struts

1st of 2 Story

Fastener Fastener

Installsingle/top storyfasteners and

CS14 with (34)total nails

Installsingle/top storyfasteners and

CS14 with (34)total nails

19 45

Not Applicable


1. The quantity of fasteners listed shall be installed in two rows with 6" minimum on center spacing on either side of top plate splice2. Fasteners shall begin no closer than 1-3/4" from the splice. 3. Top plate splices shall be no closer than 8 feet. 4. Maximum distance of shearwall from corner shall not exceed 12' or on-center spacing listed. 5. CS14 strapping shall be installed onto the narrow face of the top plate and centered over the splice with (17) 10d common nails installed at each side of splice on the

1st of 2-story top plates.6. For 2x4 top plates, roof pitches ≥ 8:12, sidewall length = 60' and endwall length ≤ 24', follow 1st of 2 story top plate splice requirement.

GC_D22Brev2 w_CS14.eps

Top PlateSplice

Spacing note 3

6" Min.1¾" Min.

CS14Strap

1½" Min.

Top PlateSplice

LATERAL LOAD PATH | collectors/Struts

LATE

RAL

LOAD

PAT

H


A shearwall is a wall segment designed to resist lateral forces acting on the structure. Shearwalls prevent the wall line from racking provided they are properly designed and installed. Considerations for proper wood frame site built shearwalls are listed in the table below and some of these include sheathing thickness, fastener spacing, and anchorage.

The shearwalls in this guide have the same sheathing thickness requirement for the lower and upper story shearwalls. However, shearwalls on the first story of a two-story structure must resist the lateral loads from the story above as well as from the first story. Therefore, fastener spacing requirements in this guide for the first story of a two story structure produce shearwalls that have higher capacities. The fastening schedules for each shearwall location are provided in notes 8 and 9 on pages 32 and 33. All shearwall considerations provided on pages 30-38 shall be strictly followed.

conSiDERationS FoR pRopER SitE-Built SHEaRWallS

Shearwall page consideration consideration Description no. a Length of Shearwall 32/33 B Shearwall Sheathing & Nailing 32/33* c Floor Shear Transfer 34 D Sill Plate Anchorage 35 E Holdowns 36 F Minimum Number of Studs 36 G Holdown Anchorage 37/38*Notes 8 and 9

one-Story Shearwall DetailsSlab on Grade

Gc_D��arev.eps

a

D

FB

E

G

LATERAL LOAD PATH | Site-Built Shearwalls

LATERAL LOAD PATH


Gc_D��Drev.eps

a

c

c

D

F

F

B

E

E

G

Connectholdownswithall-threadrod andCNW couplerwhen shearwall is lessthan 8'-0"long

D

Gc_D��Erev.eps

a

c

D

F

F

B E

E

G

two-Story Shearwall DetailsFirst of two-Story Stacked Walls

two-Story Shearwall DetailsFirst of two-Story offset Walls


Where stacked shearwalls are at least 8'-0" long, a strap can be used to anchor the end of the upper story shearwall end studs to the lower story end studs (see page 36 for the required strap).

In stacked shearwalls, when the length is less than 8'-0", both shearwall holdowns shall be fastened to the same anchor bolt with a threaded rod and coupler nut. The anchor bolt diameter in this guide is sized for the seat of the holdown on the lower story and the total overturning load from both stories.

The anchor bolt at the foundation shall be extended through the seat of the first floor holdown and connected to an all thread rod with CNW reducing coupler. The all thread rod shall extend up through the floor system and connect to the upper story holdown (See page 36 for required holdowns).

Where shearwalls are not stacked, a strap holdown, as shown, can be installed on the shearwall end studs and connected to lower story studs. The lower story studs shall be anchored to the foundation with the appropriate single/top story shearwall holdown listed on page 36.

Alternatively, anchorage of the upper story shearwall holdown may be connected with a continuous rod to the foundation. This can be attained by fastening the holdown on the upper story with an appropriate threaded rod and CNW coupler continuous to the foundation anchor bolt listed on page 38.

LATE

RAL

LOAD

PAT

H


20 24 28 32 36 40 50 6020 4.3 5.0 6.0 6.8 7.5 8.5 10.5 12.824 4.5 5.3 6.3 7.0 8.0 9.0 11.0 13.336 8.0 8.0 8.0 8.3 9.3 10.3 12.8 15.540 9.3 9.3 9.3 9.3 9.8 10.8 13.5 16.320 6.0 7.5 8.5 9.8 11.0 12.3 15.3 18.324 6.8 8.0 9.5 10.8 12.0 13.3 16.8 20.036 9.3 10.3 12.0 13.5 15.3 17.0 21.3 25.540 11.0 11.0 12.8 14.5 16.5 18.3 22.8 27.520 7.0 8.3 9.8 11.0 12.5 14.0 17.3 20.824 7.8 9.3 10.8 12.3 13.8 15.3 19.0 23.036 10.8 12.0 14.0 16.0 18.0 19.8 24.8 29.840 12.8 13.0 15.0 17.0 19.3 21.5 26.8 32.0

20 24 28 32 36 40 50 6020 5.0 6.0 7.0 8.0 9.0 10.0 12.5 15.324 5.3 6.5 7.5 8.5 9.5 10.5 13.3 15.836 9.5 9.5 9.5 9.8 11.0 12.3 15.3 18.340 11.0 11.0 11.0 11.0 11.5 13.0 16.0 19.320 7.3 8.8 10.3 11.5 13.0 14.5 18.3 21.824 8.0 9.5 11.0 12.8 14.3 16.0 19.8 23.836 11.0 12.0 14.3 16.3 18.3 20.3 25.3 30.340 13.0 13.0 15.3 17.5 19.5 21.8 27.3 32.520 8.3 10.0 11.5 13.3 14.8 16.5 20.5 24.824 9.0 11.0 12.8 14.5 16.5 18.3 22.8 27.336 12.8 14.3 16.5 19.0 21.3 23.5 29.5 35.540 15.0 15.3 18.0 20.5 23.0 25.5 32.0 38.3

20 24 28 32 36 40 50 6020 6.0 7.0 8.3 9.5 10.8 11.8 14.8 17.824 6.3 7.5 8.8 10.0 11.0 12.5 15.5 18.536 11.0 11.0 11.0 11.5 13.0 14.5 18.0 21.540 13.0 13.0 13.0 13.0 13.5 15.0 18.8 22.520 8.5 10.3 12.0 13.8 15.5 17.0 21.3 25.524 9.3 11.3 13.0 15.0 16.8 18.5 23.3 28.036 13.0 14.3 16.5 19.0 21.3 23.8 29.5 35.540 15.3 15.3 18.0 20.5 23.0 25.5 32.0 38.320 9.8 11.5 13.5 15.5 17.5 19.3 24.0 29.024 10.8 12.8 15.0 17.0 19.3 21.3 26.5 32.036 15.0 16.5 19.5 22.0 25.0 27.8 34.5 41.540 17.8 18.0 21.0 24.0 27.0 30.0 37.5 44.8

20 24 28 32 36 40 50 6020 6.3 7.5 8.8 10.0 11.5 12.5 15.8 19.024 6.5 8.0 9.3 10.5 12.0 13.3 16.5 19.836 11.8 11.8 11.8 12.3 13.8 15.3 19.0 23.040 13.8 13.8 13.8 13.8 14.5 16.0 20.0 24.020 9.0 11.0 12.8 14.5 16.5 18.3 22.8 27.324 10.0 12.0 14.0 16.0 18.0 20.0 25.0 29.836 13.8 15.3 17.8 20.3 22.8 25.3 31.5 38.040 16.5 16.5 19.0 21.8 24.5 27.3 34.0 40.820 10.5 12.5 14.5 16.5 18.5 20.8 25.8 31.024 11.5 13.5 16.0 18.3 20.5 22.8 28.5 34.036 16.0 17.8 20.8 23.8 26.5 29.5 37.0 44.340 19.0 19.3 22.5 25.5 28.8 32.0 40.0 48.0

3:12-6:12

7:12-8:12

9:12-10:12

Roof PitchMinimum Shear wall length of full height sheathing (ft)

Side Wall Length (L)

3:12-6:12

7:12-8:12

9:12-10:12

DF/SP Lumber - 10' plate height - 131-140 MPH, Exposure B



3:12-6:12

7:12-8:12

9:12-10:12

SPF7 Lumber - 10' plate height - 121-130 MPH, Exposure B

7:12-8:12

9:12-10:12




1-Story or top story of a 2-story structure


Roof PitchRoofSpan

W

RoofSpan

W

RoofSpan

W

RoofSpan

W

Minimum Shear wall length of full height sheathing (ft)Side Wall Length (L)

3:12-6:12

GC_T23A

Max. Spacing

per page 29

Gc_D��a

l1

l�l1

l�

Gc_D��B

l1

l�l1

l�

Max. Spacing

per page 29

1. Minimum shearwall length required may be divided up into 2'-11" long wall segments minimum for 10' plate heights.

2. For 9' walls multiply the minimum shear wall length by 0.9 and that wall length required may be divided up into 2'-7" long wall segments minimum.


4. Refer to pages 40-42 for alternate single story prefabricated shearwalls where space constraints occur in a single story structure.

5. Use same minimum amount of shearwall length in both end walls and side walls.

6. Minimum shearwall lengths listed apply to gable and hip roofs.

7. For wind speeds between 100 MPH and 130 MPH, multiply minimum shearwall lengths by 0.92 for DF/SP framing members.

8. Wall sections are based on 7/16" plywood or oSB with 8d common nails at 6:1�.

9. To reduce shearwall lengths listed, multiply shearwall lengths by 0.69 and install 8d common nails at 4:12 into 7/16" thick sheathing (note 7 still applies).

10. Holdowns/Straps are required at each end of each wall segment per page 36.

11. Shearwall spacing to comply with the maximum shearwall spacing requirements provided on page 29.

Shearwall length (Single Story or Top of Two Story)


minimum Shearwall length =l1 + l� + . . .

Based on the: WFCM Table 2.5A & B

LATERAL LOAD PATH


1. Minimum shearwall length required may be divided up into 2'-11" long wall segments minimum for 10' plate heights.



4. Refer to pages 43-45 for alternate first of two-story prefabricated shearwalls where space constraints occur at the first floor.

5. Use same minimum amount of shearwall length in both end walls and side walls.

6. Minimum shearwall lengths listed apply to gable and hip roofs.

7. For wind speeds between 100 MPH and 130 MPH, multiply minimum shearwall lengths by 0.92 for DF/SP framing members.

8. Wall sections are based on 7/16" plywood or oSB with 8d common nails at �:1�.

9. Holdowns/Straps are required at each end of each wall segment per table on page 36.

10. Shearwall spacing to comply with the maximum shearwall spacing requirements provided on page 29.

20 24 28 32 36 40 50 6020 6.0 7.0 8.3 9.5 10.5 11.8 14.8 17.824 6.0 7.3 8.5 9.5 10.8 12.0 15.0 18.036 8.8 8.8 9.0 10.3 11.5 12.8 16.0 19.040 9.8 9.8 9.8 10.5 11.8 13.0 16.3 19.520 7.0 8.3 9.8 11.0 12.5 13.8 17.3 20.824 7.3 8.8 10.0 11.5 13.0 14.5 18.0 21.536 9.3 9.8 11.5 13.0 14.8 16.3 20.5 24.540 10.8 10.8 12.0 13.5 15.3 17.0 21.3 25.520 7.5 8.8 10.3 11.8 13.3 14.8 18.3 22.024 7.8 9.3 10.8 12.3 14.0 15.5 19.3 23.036 10.0 10.8 12.5 14.3 16.0 17.8 22.3 26.840 11.8 11.8 13.0 15.0 16.8 18.8 23.3 28.0

20 24 28 32 36 40 50 6020 7.0 8.5 10.0 11.3 12.8 14.0 17.5 21.024 7.3 8.5 10.0 11.5 13.0 14.3 18.0 21.536 10.3 10.3 10.5 12.3 13.8 15.3 19.0 22.840 11.8 11.8 11.8 12.5 14.0 15.5 19.5 23.320 8.3 10.0 11.5 13.0 14.8 16.5 20.5 24.524 8.5 10.3 12.0 13.8 15.5 17.0 21.5 25.836 11.5 11.8 13.5 15.5 17.5 19.5 24.3 29.040 12.8 12.8 14.3 16.3 18.3 20.3 25.3 30.520 8.8 10.5 12.3 14.0 15.8 17.5 21.8 26.024 9.3 11.0 13.0 14.8 16.5 18.5 23.0 27.536 12.0 12.8 15.0 17.0 19.0 21.3 26.5 31.840 14.0 14.0 15.5 17.8 20.0 22.3 27.8 33.3

20 24 28 32 36 40 50 6020 8.3 10.0 11.5 13.3 14.8 16.5 20.5 24.824 8.5 10.0 11.8 13.5 15.0 16.8 21.0 25.036 12.0 12.0 12.5 14.3 16.0 17.8 22.3 26.840 13.8 13.8 13.8 14.5 16.5 18.3 22.8 27.320 9.8 11.5 13.5 15.5 17.3 19.3 24.0 29.024 10.0 12.0 14.0 16.0 18.0 20.0 25.0 30.036 13.0 13.8 16.0 18.3 20.5 22.8 28.5 34.340 15.0 15.0 16.5 19.0 21.5 23.8 29.8 35.520 10.3 12.3 14.3 16.5 18.5 20.5 25.5 30.824 10.8 13.0 15.0 17.3 19.5 21.5 27.0 32.336 14.0 15.0 17.5 20.0 22.5 25.0 31.0 37.340 16.0 16.3 18.3 21.0 23.5 26.0 32.5 39.0

20 24 28 32 36 40 50 6020 8.8 10.5 12.3 14.0 15.8 17.5 22.0 26.324 9.0 10.8 12.5 14.3 16.0 18.0 22.5 26.836 13.8 12.8 13.3 15.3 17.0 19.0 23.8 28.540 14.8 14.8 14.8 15.5 17.5 19.5 24.3 29.020 10.3 12.3 14.5 16.5 18.5 20.5 25.8 30.824 10.8 13.0 15.0 17.3 19.3 21.5 26.8 32.036 14.0 14.5 17.0 19.5 22.0 24.3 30.5 36.540 16.0 16.0 17.8 20.3 22.8 25.3 31.8 38.020 11.0 13.0 15.3 17.5 19.8 21.8 27.3 32.824 11.5 13.8 16.0 18.5 20.5 23.0 28.8 34.536 15.0 16.0 18.5 21.3 24.0 26.5 33.3 39.840 17.5 17.5 19.5 22.3 25.0 27.8 34.8 41.8

1st-Story of a 2-story structure




3:12-6:12

7:12-8:12

9:12-10:12




3:12-6:12

7:12-8:12

9:12-10:12




Minimum Shear wall length of full height sheathing (ft)Side Wall Length (L)

3:12-6:12

7:12-8:12

9:12-10:12

DF/SP Lumber - 10' plate height - 131-140 MPH, Exposure B

3:12-6:12

7:12-8:12

9:12-10:12

Roof Pitch

RoofSpan

W

RoofSpan

W

RoofSpan

W

RoofSpan

W

GC_T23BShearwall length (First of Two Story)


Max. Spacing

per page 29

Gc_D��B

l1

l�l1

l�

minimum Shearwall length =l1 + l� + . . .

Based on the: WFCM Table 2.5A & B

LATE

RAL

LOAD

PAT

H


Spacing

Spacing

Gc_D�6

W l W l W l W l W l W l W l W l W l W l W l W l

20 32 12 44 8 60 16 28 12 36 8 52 12 24 8 32 7 44 12 24 8 32 7 4424 28 16 36 12 52 20 20 12 32 8 40 16 20 12 24 8 36 16 20 12 28 8 3624 24 20 36 12 44 20 20 16 28 8 36 16 16 12 24 8 28 16 16 12 24 8 3228 20 20 28 12 36 24 16 16 24 12 32 20 12 16 20 8 24 20 12 16 20 8 2432 16 24 24 16 32 28 12 20 20 12 28 24 12 16 16 12 24 24 12 16 16 12 2416 28 12 36 8 48 12 24 8 28 7 40 12 20 8 24 6 32 12 20 8 24 6 3620 24 12 28 8 40 16 20 12 24 8 32 12 16 8 20 7 28 12 16 8 20 7 2820 20 16 28 8 32 16 16 12 24 8 28 16 16 12 20 8 24 16 16 12 20 8 2424 16 16 28 12 28 20 16 12 24 8 24 16 12 12 20 8 20 16 12 12 20 8 2024 16 16 24 12 24 20 12 16 20 8 20 16 12 12 16 8 16 16 12 12 16 8 1616 28 12 32 8 44 12 24 8 28 6 36 8 20 8 24 5 32 8 20 8 24 5 3216 24 12 24 8 36 12 20 8 20 7 28 12 16 8 20 6 24 12 16 8 20 6 2420 20 12 24 8 28 16 16 12 20 8 24 12 12 8 20 7 20 12 12 8 20 7 2020 16 16 24 8 24 16 12 12 20 8 20 16 12 12 16 8 16 16 12 12 16 8 1624 12 16 20 12 20 20 12 12 16 8 16 16 8 12 12 8 12 16 8 12 12 8 12

ltp� on-center Spacing (inches) along the Rim Joist to top plates for each Wall line

�1'-60' �0'-�0' �1'-�0' �1'-60'�1'-�0' �1'-60'�0'-�0' �1'-�0' �1'-60' �0'-�0'

111-1�0 mpH 1�1-1�0 mpH 1�1-1�0 mpH

�0'-�0' �1'-�0'Roofpitch

Roof Span(W)

Gc_t�1B

3:12 -6:12

7:12 -8:12

9:12 -10:12

Sidewall length (l) Sidewall length (l) Sidewall length (l) Sidewall length (l)100-110 mpH


1. Table assumes a 10' tall wall. For 8' tall walls multiply spacing by 1.25; for 9' tall walls multiply the spacing by 1.125.2. Table assumes SPF lumber framing in wind speeds between 100-130 MPH. Where DF/SP lumber is used for both wall plates and rim joist in 100-130 MPH wind

zones, spacing may be increased by a factor of 1.15.3. Factors listed in notes 1 and 2 above may be used cumulatively and apply to this table only.4. As an alternate, LS90 framing angles may replace LTP5 connectors in the table above with an increase in spacing by a factor of 1.3.5. As an alternate, LTP5 connectors at spacings equal to or greater than 24" o.c. may be replaced by (2) 10d toe nails per foot. LTP5 connectors at 16" and 20" o.c. may

be replaced with (3) 10d toe nails per foot. Toe nails are not recommended to replace LTP5 spaced less than 16" o.c.6. As an alternate, LTP5 connectors at spacings greater than 12" o.c. may be replaced with 7/16" OSB installed 10d nails at 4:12, LTP5 connectors at spacings equal to

or less than 12" o.c. may be replaced with 7/16" OSB installed with 10d nails at 3:12.

LATERAL LOAD PATH | Floor-to-Floor Shear transfer

atShearwalls

not atShearwalls

4" o.c. 10" o.c.

6" o.c. 18" o.c.

Gc_t�1D

Fastener

Sole plate-to-RimRequired Fastener Spacing

SDS ¼" x 4Z\x"

all Wind Speeds

16d


Shear transfer connections – Rim Joist Between FloorsSecond-story shearwalls must transfer the shear loads into the rim joist and then down into the collectors or struts in the first story shearwalls. This is done using structural connectors such as the LTP5 and LS90. In addition, connectors must also be used to resist out-of-plane shear loads (perpendicular to the wall).

ltp�

SDS ¼"x�½"

LATERAL LOAD PATH


Roof Span(W)

20' ≤ W ≤ 24'

24' < W ≤ 28'

28' < W ≤ 32'

32' < W ≤ 36'

36' < W ≤ 40'

20' ≤ W ≤ 24'

24' < W ≤ 28'

28' < W ≤ 32'

32' < W ≤ 36'

36' < W ≤ 40'

20' ≤ W ≤ 24'

24' < W ≤ 28'

28' < W ≤ 32'

32' < W ≤ 36'

36' < W ≤ 40'

100-110 mpH 111-1�0 mpH 1�1-1�0 mpH 1�1-1�0 mpH

18

322

282

10

8

maximum on-center Spacing (inches)

18

10

812

12

10

32

MAS MudsillAnchors2x4, 2x6

THD52600H⁵\₈x6 Titen HD

&BP⁵\₈-3

2x6 only

anchorage

Gc_t6B

THD50600HZ\xx6 Titen HD

&BPZ\x-3

2x4, 2x6

242

242

22

22

20

32

242

Sill plate anchorage at Shearwalls for Single Story

Based on the:

Based on the: Table 2.5A & B

Table 2.5A & B

20' ≤ W ≤ 24'

24' < W ≤ 28'

28' < W ≤ 32'

32' < W ≤ 36'

36' < W ≤ 40'

20' ≤ W ≤ 24'

24' < W ≤ 28'

28' < W ≤ 32'

32' < W ≤ 36'

36' < W ≤ 40'

20' ≤ W ≤ 24'

24' < W ≤ 28'

28' < W ≤ 32'

32' < W ≤ 36'

36' < W ≤ 40'

262

10

THD52600HZ\xx6 Titen HD

&BPZ\x-3

2x4, 2x6

8

THD52600H⁵\₈x6 Titen HD

&BP⁵\₈-3

2x6 only

MAS MudsillAnchors2x4, 2x6

18 18 18 18

12

10

108

26226 26

Sill plate anchorage at Shearwalls for First of two Story

LATERAL LOAD PATH | Sill plate anchorage at Shearwalls

1. Sill plates shall be Pressure Treated Southern Pine No. 2 minimum.

2. #2 DF pressure treated plates may be used. For noted spacings, reduce the values shown to 22".

3. Concrete compressive strength shall be 2500 psi min.

4. Install one anchor no less than 3 1/2" (8" at corner) for the 1/2x6 THD, no less than 4 1/2" (10" at corner) for the 5/8x6 THD, and and no more than 12" from the end of each plate. A minimum of two anchors required per shearwall.

5. Mechanically galvanized Titen HD® anchors recommended. 1/2x6 Titen HD model number THD50600HMG. 5/8x6 Titen HD model number THD62600HMG.

6. Hot dipped galvanized BP1/2-3 & BP5/8-3 recommended.

7. ZMAX® finish recommended on MAS mudsill anchor MASZ.

8. One in three MAS anchors may be installed with one leg attached to the stud.

BEARING PLATESREQUIRED(MODEL BP½-3)

maS installation titen HD installation

Refer to page 10 for corrosion

considerations

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Shearwall at 1st floor of 2-story

AlternateOption

HoldownModel No.

DF/SP/SPF DF/SP/SPF DF/SP/SPF

8 foot

CMST12

Shearwall at 2nd Story2

DF/SP/SPF

8 foot

9 foot

10 foot

9 foot

2'-11"

Single Story/Top Story Shearwall

MinimumShearwall

Length

2'-4"

2'-7"

Shearwalls with Fasteners @ 4:12

Holdown Model No.


Holdown Model No.

PlateHeight

CMST148'-0"

8 foot

HDU8

10 foot

4'-0"HTT22

9 foot

HDU8

10 foot

HTT22

HDU8

HDU11 CMST12

HDU83,4

HDU113,5

HDU11HDU8

HDU8HTT22CMST14

CMST14

HD14A3

HD14A2

HD152

HDU113,5

HDU112,3

HTT22 SSTB24 " 20 " 5" 1 " 6" 11 " 7 " 9 "

HDU8 / HDQ8 SSTB28 " 24 " 5" 1 " 8" 13" 7 " 13 "

HDU11 / HHDQ11 1" x 24" 1" 11" 11" 14 " 7 " 14"

HD14A 1" x 24" 1" 15 " 15 " 17 " 7 " 20"

HD15 1 " x 24" 1 " 14" 14" 17 " 7 " 15"

HDU8 / HDQ8 " HS x 24" " HS 14 14 " 13" 7 " 15"

HDU11 / HHDQ11 /HD14A 1" HS x 36" 1" HS 18 " 19 " 17 " 7 " 24"

HD15 1 " x 36" 1 " 18" 18" 17 " 7 " 20"

Min.FootingWidth(W)

Min.FootingWidth(W)

Min.FootingWidth(W)

AnchorDiameter

(in)

Anchor BoltModel No.

10" + Stemwall height

Min.Stemwall

Width(in)

F Min.(in)


Cast-In-Place Anchor Bolts Stacked Shearwalls



Min.End(in)

Min.End(in)


F Min.Edge(in)


Brick Ledge Post Installed Anchors

Min.Edge(in)

Min.End(in)

Min.End(in)

F Min.(in)

Min.End

Distance(in)

Min.Edge

Distance(in)

SETEnbedment

Depthle

SETEnbedment

Depthle

SETEnbedment

Depthle

12"

12"

12"



1st Floor HoldownModel No.

Cast-In-Place Anchor Bolts at Non-Stacked Shearwalls

HoldownModel No.

AnchorDiameter

(in)

Anchor BoltSize

AnchorDiameter

(in)

Anchor BoltSize

HoldownModel No.

Cast-In-Place Anchor Bolts Non-Stacked Shearwalls

Min.End(in)

Min. EdgeDistance

(in)

Min.Embedment

le(in)

Min.Embedment

le(in)

Min.Embedment

le(in)

Shearwall Holdown Based on the: Table 2.5A & B

Holdown Anchorage Based on the: Table 2.5A & B

1. CS16 strapping not required at studs where floor-to-floor CMST straps or holdowns are installed.2. Alternate strap option at 2nd floor shearwalls are for non-stacked shearwalls or stacked shearwalls

with 8'-0" minimum length only. HDU11 and HD14A listed may be substituted with an HDU8 when using holdown at second floor instead of strap. HD15 may be substitued with an HDU11.

3. Holdowns installed in shearwalls at stacked conditions less than 8'-0" long shall be connected together with appropriate Simpson CNW coupler and minimum ASTM A307 Grade C all thread rods.

4. HDQ8 holdowns may be substituted for HDU8’s. 5. HHDQ11 holdowns may be substituted for HDU11’s.6. Two full height 2x minimum studs required at CMST strap locations. Additional studs may be

required where higher gravity loads occur due to headers or attachment of other framing members or for placement of sheathing fasteners.

7. Floor-to-floor straps may be installed over sheathing. Strap fasteners do not replace wall sheathing fasteners. Install straps as an alternate to the HTT or HDU type holdowns.

8. Face nail multiple 2x stud members at CMST straps together with (2) rows 16d sinker or 10d common nails at 10" on center staggered each side.

9. See table below for required number of 2x’s for each holdown. 10. Refer to pages 37 and 38 for holdown anchor bolt options.

Overturning restraints or holdowns are required for all shearwalls. As a shearwall is loaded laterally, one end of the wall will lift up (overturn); therefore, a restraint is necessary to hold down the end studs. Both first-story and second-story shearwalls require holdowns. There are many types of holdowns that vary by overall capacity and the type of fasteners required (either bolts, nails or screws).

LATERAL LOAD PATH | overturning Restraint

HDu installationRefer to table belowfor minimum number of 2x’s (typical)

Htt installation

cmSt installation

HD1�a installation

1. 2x studs shall be stud grade minimum.2. Minimum number of studs listed are required to resist

overturning compression forces. Additional studs may be required for gravity loads.

3. Number of studs listed are governed by bearing on the sole/sill plate or buckling capacity whichever is lower. Quantities apply to this guide only.

4. DF/SP pressure treated sill assumed.

8ft 9ft 10ft 8ft 9ft 10ft

HTT22 2 2 3 2 2 3

HDU8 3 3 4 3 3 4

HDU11 4 4 5 4 4 6

HD14A – 5 7 – 6

– – 7 – –

7

HD15 8

2

2

3

3

3

2

2

3

3

3

Minimum No. 2x4's req'd Minimum No. 2x6's req'd

ModelNo.

DF/SP DF/SP SPFSPF

8ft, 9ft, 10ft 8ft, 9ft, 10ft

Shearwall End Studs Based on the: Table 2.5A & B

LATERAL LOAD PATH



The anchor bolt tables provide recommeded foundation anchors for the holdowns specified in this guide. The required capacity of anchorage depends on whether the shearwalls that are being anchored are stacked or non-stacked. Stacked is when the edges of shearwalls on an upper story are directly over the edges of shearwalls in the lower story. In this case, the overturning force from the top story is added to the force from the bottom story, greatly increasing the required anchorage. If the shearwalls are non-stacked, the anchorage only resist the overturning from one shearwall, so its required capacity is less.

The tables on page 38 show three types of holdown anchor bolts. SSTB24 and SSTB28 are cast-in-place anchor bolts manufactured by Simpson Strong-Tie®. They have the diameter and embedment depth shown in the table.

The second type of anchor is a generic specification for a cast-in-place anchor that can be assembled by the contractor from readily available components. These anchors will consist of the specified length of all thread rod with a nut, a 2×2×C₈" washer, and another nut at the end of the rod. The rod must be of the material specified. For most applications, the rod can be standard A307 all thread rod. Where the anchor diameter is specified HS (for HDU11, HHDQ11, or HD14A), the rod must be high strength steel meeting ASTM A449, Type 1, or ASTM F1554, grade 55. The embedment and concrete end and edge distances must be as shown in the table on page 38 and figure below.

The third type of anchor shown is a post installed anchor that uses Simpson Strong-Tie SET® epoxy to secure the threaded rod to concrete. The minimum footing depth, foundation end and edge distances, and embedment depth must be as shown in the table on page 38 and the detail below. A hole must be drilled in the concrete that is Z\₈" larger than the rod diameter. The hole must then be blown clean of dust, brushed with a nylon brush, and blown clean again. The hole is then filled ½ to ²\₃ full with Simpson SET epoxy, and the clean rod is inserted. Allow the epoxy to cure (typically 24 hours) before loading the anchor.

F F

2" Max.

5¹⁄₂" Min.

W

3" - 5"

#4 Rebar(may be

foundationrebar)

le

5” for holdowns

See roddiameterfor size

4" Min

cast-in-place anchorsSEt Epoxy

adhesive anchorSStB

adhesive installation into concrete

Fill–Fill hole Z\x - ²\₃ full, starting from bottom of hole to prevent air pockets. Withdraw nozzle as hole fills up.

3. insert–anchors must be clean and oil free. Insert anchor, turning slowly until the anchor contacts the bottom of the hole. Do not disturb during cure time.

4.clean –Remove dust from hole with oil-free compressed air. Clean with nylon brush and blow out remaining dust. note: Dust left in hole can reduce the adhesive's holding capacity.

2.Drill–Drill hole to specified diameter and depth.

1.

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1. Minimum concrete strength shall be 2500 psi2. Anchor embedment length is based on a single-pour concrete foundation. Double pour foundation systems, masonry walls and masonry footings must be evaluated

and designed by a Registered Professional Engineer.3. Anchor bolt sizes 1"x24", 1¼"x24" and 1¼"x36" are ASTM A36 steel with heavy hex head nut, 2" square washer 3/8" thick and heavy hex head nut.4. Anchor bolt sizes 7/8"HSx24 and 1"HSx36" are ASTM A449 type 1 or ASTM F1554 grade 55 anchor bolt with a heavy hex head nut, square washer and heavy hex head nut.5. Values assume no special inspection for 2500 psi concrete and no supplemental reinforcing in the concrete failure area. ACI 318-02, cracked concrete is assumed.

Shearwall at 1st floor of 2-story

AlternateOption

HoldownModel No.

DF/SP/SPF DF/SP/SPF DF/SP/SPF

8 foot

CMST12

Shearwall at 2nd Story2

DF/SP/SPF

8 foot

9 foot

10 foot

9 foot

2'-11"

Single Story/Top Story Shearwall

MinimumShearwall

Length

2'-4"

2'-7"


Holdown Model No.


Holdown Model No.

PlateHeight

CMST148'-0"

8 foot

HDU8

10 foot

4'-0"HTT22

9 foot

HDU8

10 foot

HTT22

HDU8

HDU11 CMST12

HDU83,4

HDU113,5

HDU11HDU8

HDU8HTT22CMST14

CMST14

HD14A3

HD14A2

HD152

HDU113,5

HDU112,3

HTT22 SSTB24 " 20 " 5" 1 " 6" 11 " 7 " 9 "

HDU8 / HDQ8 SSTB28 " 24 " 5" 1 " 8" 13" 7 " 13 "

HDU11 / HHDQ11 1" x 24" 1" 11" 11" 14 " 7 " 14"

HD14A 1" x 24" 1" 15 " 15 " 17 " 7 " 20"

HD15 1 " x 24" 1 " 14" 14" 17 " 7 " 15"

HDU8 / HDQ8 " HS x 24" " HS 14 14 " 13" 7 " 15"

HDU11 / HHDQ11 /HD14A 1" HS x 36" 1" HS 18 " 19 " 17 " 7 " 24"

HD15 1 " x 36" 1 " 18" 18" 17 " 7 " 20"

Min.FootingWidth(W)

Min.FootingWidth(W)

Min.FootingWidth(W)

AnchorDiameter

(in)

Anchor BoltModel No.


Min.Stemwall

Width(in)

F Min.(in)


Cast-In-Place Anchor Bolts Stacked Shearwalls



Min.End(in)

Min.End(in)


F Min.Edge(in)



Min.Edge(in)

Min.End(in)

Min.End(in)

F Min.(in)

Min.End

Distance(in)

Min.Edge

Distance(in)

SETEnbedment

Depthle

SETEnbedment

Depthle

SETEnbedment

Depthle

12"

12"

12"



1st Floor HoldownModel No.

Cast-In-Place Anchor Bolts at Non-Stacked Shearwalls

HoldownModel No.

AnchorDiameter

(in)

Anchor BoltSize

AnchorDiameter

(in)

Anchor BoltSize

HoldownModel No.

Cast-In-Place Anchor Bolts Non-Stacked Shearwalls

Min.End(in)

Min. EdgeDistance

(in)

Min.Embedment

le(in)

Min.Embedment

le(in)

Min.Embedment

le(in)

Shearwall Holdown Based on the: Table 2.5A & B

Holdown Anchorage Based on the: Table 2.5A & B

LATERAL LOAD PATH


Some structures may have many openings, which may not allow enough wall space to meet the minimum requirements using the site-built shearwall methods shown in the previous sections. For these situations, the solution is to either reduce the number of openings or use a code evaluated product such as the Simpson Strong-Tie Steel Strong-Wall® panels. These prefabricated products provide greater strength than conventional shearwalls and will provide a solution for the areas in a home where there are minimal amounts of wall space available for shearwall construction. Just as with site-built shearwalls, the capacity requirements vary according to the number of floors.

Gc_D�0

attach toheader or topplates with SDS¹⁄₄x�¹⁄₂screws (provided)

¹⁄₄" holes to attach optional

blocking or framing

pre-attached�x� wood

studs

Holespredrilled for wiring

additional 1¹⁄₈"diameter holes allowed in woodstud at each obround hole

place Steel Strong-Wall

over the anchor bolts,

install nuts (provided),

use 1¹⁄₄"wrench for

³⁄₄" nut. use1⁵⁄₈" wrench

for 1" nut.

Do not cut wall

or enlarge existing holes!

LATERAL LOAD PATH | prefabricated Shearwalls

Refer to the current Simpson Strong-Tie Wood Construction Connector Catalog for Steel Strong-Wall panel dimensions.

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Based on the:

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

20 2 -SSW12x8 2 -SSW12x8 2 -SSW12x8 2 -SSW15x8 2 -SSW15x8 3 -SSW12x8 4 -SSW12x8 4 -SSW15x8
















































3:12-6:12

7:12-8:12

9:12-10:12

Single Story structures

100-110 mpH

Roofpitch

RoofSpan

W

111-1�0 mpH

1�1-1�0 mpH

1�1-1�0 mpH

Side Wall length (l)

3:12-6:12

7:12-8:12

7:12-8:12

3:12-6:12

9:12-10:12

3:12-6:12

7:12-8:12

9:12-10:12

9:12-10:12

Gc_t�0a

Quantity of Steel Strong-Wall panels Required to Replace Site-Built Shearwalls

Table 2.5A & B

LATERAL LOAD PATH | prefabricated Shearwalls Single Story 8' Plate Height

Max. Spacing

per page 29

Gc_D��a

SSW (Typ.)

1. Steel Strong-Wall panels listed in these tables are intended to replace the minimum site built shearwall lengths as shown on page 32 for 1-story structures only.

2. Steel Strong-Wall panels listed in this table shall not be installed in the same wall line with site built shearwalls.

3. Steel Strong-Wall panels shall only be installed directly on concrete with this guide.

4. Refer to page 48 for minimum concrete footings and anchor bolt embedment depths.

5. Steel Strong-Wall panel spacing to comply with the maximum shearwall spacing requirements provided on page 29.

Minimum of 2 shearwalls required in each wall line. Additional shearwalls may be required as specified in the table.

Quantiy of Steel Strong-Wall® panels Required to Replace Site-Built Shearwalls

LATERAL LOAD PATH



�0 �� 8 �� 6 �0 �0 60

















































7:12-8:12

9:12-10:12

Single Story structures



3:12-6:12

3:12-6:12

7:12-8:12

9:12-10:12

9:12-10:12

3:12-6:12

7:12-8:12

9:12-10:12

3:12-6:12

7:12-8:12

Roofpitch

RoofSpan

W

Gc_t�0B

Based on the:

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

100-110 mpH

111-1�0 mpH

1�1-1�0 mpH

1�1-1�0 mpH

Table 2.5A & B

Max. Spacing

per page 29

Gc_D��a

SSW (Typ.)








LATE

RAL

LOAD

PAT

H



�0 �� 8 �� 6 �0 �0 60

















































7:12-8:12

9:12-10:12

Single Story structuresGc_t�0c



3:12-6:12

3:12-6:12

7:12-8:12

9:12-10:12

9:12-10:12

7:12-8:12

9:12-10:12

3:12-6:12

7:12-8:12

3:12-6:12

Roofpitch

RoofSpan

W

Based on the:

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

100-110 mpH

111-1�0 mpH

1�1-1�0 mpH

1�1-1�0 mpH

Table 2.5A & B

Max. Spacing

per page 29

Gc_D��a

SSW (Typ.)








LATERAL LOAD PATH


LATERAL LOAD PATH | prefabricated Shearwalls First of Two-Story 8' Plate Height

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

















































3:12-6:12

7:12-8:12

9:12-10:12

9:12-10:12

3:12-6:12

7:12-8:12

7:12-8:12

3:12-6:12

9:12-10:12

1st of �-Story structures



3:12-6:12

7:12-8:12

9:12-10:12

Gc_t�1a

Roofpitch

RoofSpan

W

100-110 mpH

111-1�0 mpH

1�1-1�0 mpH

1�1-1�0 mpH


Gc_D��B

Max. Spacing

per page 29SSW(Typ.)

1. Steel Strong-Wall panels listed in these tables are intended to replace the minimum site built shearwall lengths as shown on page 33 for the 1st story of a 2-story structure only.


3. Strong-Wall panels shall only be installed directly on concrete with this guide.



6. Shearwalls on second floor shall not stack over steel strong-wall panels with this guide.



LATE

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PAT

H


�0 �� 8 �� 6 �0 �0 60

















































7:12-8:12

9:12-10:12

3:12-6:12

7:12-8:12

9:12-10:12

7:12-8:12

9:12-10:12

3:12-6:12

3:12-6:12




3:12-6:12

7:12-8:12

9:12-10:12

Gc_t�1B

Roofpitch

RoofSpan

W

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

100-110 mpH

111-1�0 mpH

1�1-1�0 mpH

1�1-1�0 mpH



Gc_D��B

Max. Spacing










LATERAL LOAD PATH



�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

�0 �� 8 �� 6 �0 �0 60

















































7:12-8:12

9:12-10:12

9:12-10:12

7:12-8:12

3:12-6:12

3:12-6:12

7:12-8:12

9:12-10:12

3:12-6:12

3:12-6:12

7:12-8:12

9:12-10:12



Side Wall length (l)Roofpitch

RoofSpan

W

Gc_t�1c

100-110 mpH

111-1�0 mpH

1�1-1�0 mpH

1�1-1�0 mpH


Gc_D��B

Max. Spacing










LATE

RAL

LOAD

PAT

H


�0 �� 8 �� 6 �0

�0 �� 8 �� 6 �0

�0 �� 8 �� 6 �0

�0 �� 8 �� 6 �0

1 or 2 car 1-SSW15x7 2-SSW12x7 1-SSW18x7 1-SSW18x7 1-SSW18x7 2-SSW15x7

3 car 2-SSW12x7 2-SSW12x7 3-SSW12x7 3-SSW12x7 3-SSW12x7 2-SSW15x7



































3:12-6:12

7:12-8:12

9:12-10:12

Single Story garageGc_t��

Roof pitch Garage Dooropening(s)

Quantity of Steel Strong-Wall panels Required at Garage Front

Side length (l)

3:12-6:12

7:12-8:12

9:12-10:12

3:12-6:12

7:12-8:12

9:12-10:12

9:12-10:12

3:12-6:12

7:12-8:12

100-110 mpH

111-1�0 mpH

1�1-1�0 mpH

1�1-1�0 mpH


LATERAL LOAD PATH | prefabricated Shearwalls at Single Story Garage

1. Steel Strong-Walls listed in these tables are intended to replace the minimum site built shearwall lengths as shown on page 32 for a 1-story garage only.

2. For 9' plate heights with a 7' header height, sheath the cripple wall above the header from the top plates to the bottom of the header with 7/16" thick sheathing and fasten the sheathing to the framing with 8d common nails at 6:12


4. Steel Strong-Walls listed in this table shall not be installed in the same wall line with site built shearwalls.5. Strong-Walls shall only be installed directly on concrete.6. Refer to page 48 for minimum concrete footings and anchor bolt embedment depths.7. When the header is not continuous at 3 and 4 car garages, the header shall not be spliced over a steel Strong-Wall panel.

Install strap(s) centered over the header splice as noted below:


3 car 4 car ≤ 110 mph 2-CS14 3-CS14111-120 mph 3-CS14 1-CMST12121-130 mph 3-CS14 2-CMST14131-140 mph 1-CMST12 2-CMST14

LATERAL LOAD PATH


LATERAL LOAD PATH | prefabricated Shearwalls at First of Two-Story GarageGc_t��

�0 �� 8 ��

�0 �� 8 ��

�0 �� 8 ��

�0 �� 8 ��

1 or 2 car 2-SSW18x7 2-SSW18x7 2-SSW18x7 2-SSW21x7

3 car 2-SSW18x7 2-SSW18x7 2-SSW18x7 2-SSW21x7





























1 or 2 car 2-SSW21x7 2-SSW24x7 2-SSW24x7 -



1 or 2 car 2-SSW21x7 2-SSW24x7 2-SSW24x7 -



3:12-6:12

7:12-8:12

9:12-10:12

3:12-6:12

7:12-8:12

9:12-10:12

3:12-6:12

7:12-8:12

9:12-10:12

First story of a two story garage

Roof pitch Garage Dooropening(s)

Quantity of Steel Strong-Wall panels Required at Garage Front

Side wall length (l)

3:12-6:12

7:12-8:12

9:12-10:12

100-110 mpH

111-1�0 mpH

1�1-1�0 mpH

1�1-1�0 mpH


1. Steel Strong-Walls listed in these tables are intended to replace the minimum site built shearwall lengths as shown on page 33 for the 1st story of a 2-story garage only.



4. Steel Strong-Walls listed in this table shall not be installed in the same wall line with site built shearwalls.

5. Strong-Walls shall only be installed directly on concrete.6. Refer to page 48 for minimum concrete footings and anchor bolt embedment depths.7. When the header is not continuous at 3 and 4 car garages, the header shall not be spliced

over a steel Strong-Wall panel. Install strap(s) centered over the header splice as noted below:

3 car 4 car ≤ 110 mph 3-CS14 1-CMST12111-120 mph 1-CMST12 2-CMST14121-130 mph 2-CMST14 2-CMST14131-140 mph 2-CMST14 2-CMST12


LATE

RAL

LOAD

PAT

H


F(min)

2"

3"

2"- 4"

de

# 4 Rebar(may be foundation rebar)

Elevation at Slab

F(min)

PanelWidth

3"


Elevation at curb

2"

de

2"- 4"

F(min)

F(min)

s

# 4 Rebar(may befoundation rebar)3"

de

Section at curb

2"- 4"

6" min. at 12"& 15" wall8" min. at 18", 21"& 24" walls

2"

2"

F(min)

F(min)

# 4 Rebar(may befoundation rebar)

3"

2"- 4"

de

Section at Slab Section View - adhesive application

2" Max.

5Z\x" Min.

18”

3" - 5"

#4 Rebar(may be

foundationrebar)

20”

2” for Steel Strong-Wall SSW


4" Min

modelno.

WallWidths Dia total

lengthle

SSWAB3/4X24HS 3/4" 24" 20"

SSWAB3/4X36HS 3/4" 36" 32"

SSWAB1X24HS 1" 24" 20"

SSWAB1X36HS 1" 36" 32"

12"

12"

>12"

>12"

Gc_t��a

Gc_t��B


d e F d e F

12" Wall 8 11 7 10

15" Wall 10 12Z\x 8 12

18" Wall 11 16 10 15

21" Wall 12 17 11 16

24" Wall 12 17 11 16

1. Assumes cracked concrete with no supplementary reinforcement per ACI 318-02 App. D.2. SSW Anchor embedment listed are for use with applications in this guide only.

cast-in-place Embedment Schedule

SSW modelWidth

��00 psi �000 psi

Leng

th

le

2"

For 12" Wide Steel Strong-Wall Models

For 15", 18", 21" and 24" WideSteel Strong-Wall Models

Heavy

Top of Concrete

Hex Nutfixed in place on

all SSWABanchor bolts

Plate Washer

HeavyHex Nuts

HeavyHex Nuts

GC_D34A

Diameter Length

HS on HighStrength Model

LATERAL LOAD PATH | Steel Strong-Wall® panel anchorage

The Steel Strong-Wall panel provides simple anchorage solutions to meet high capacity loads. It uses special anchor bolts and a matching template to make placement of the anchor bolts quick, easy and accurate. See current wood Construction Connector Catalog for SSW template information.

F(min)

2"

3"

2"- 4"

de


Elevation at Slab

F(min)

PanelWidth

3"


Elevation at curb

2"

de

2"- 4"

F(min)

F(min)

s


de

Section at curb

2"- 4"


2"

2"

F(min)

F(min)


3"

2"- 4"

de


2" Max.

5Z\x" Min.

18”

3" - 5"

#4 Rebar(may be

foundationrebar)

20”



4" Min

F(min)

2"

3"

2"- 4"

de


Elevation at Slab

F(min)

PanelWidth

3"


Elevation at curb

2"

de

2"- 4"

F(min)

F(min)

s


de

Section at curb

2"- 4"


2"

2"

F(min)

F(min)


3"

2"- 4"

de


2" Max.

5Z\x" Min.

18”

3" - 5"

#4 Rebar(may be

foundationrebar)

20”



4" Min

F(min)

2"

3"

2"- 4"

de


Elevation at Slab

F(min)

PanelWidth

3"


Elevation at curb

2"

de

2"- 4"

F(min)

F(min)

s


de

Section at curb

2"- 4"


2"

2"

F(min)

F(min)


3"

2"- 4"

de


2" Max.

5Z\x" Min.

18”

3" - 5"

#4 Rebar(may be

foundationrebar)

20”



4" Min

F(min)

2"

3"

2"- 4"

de


Elevation at Slab

F(min)

PanelWidth

3"


Elevation at curb

2"

de

2"- 4"

F(min)

F(min)

s


de

Section at curb

2"- 4"


2"

2"

F(min)

F(min)


3"

2"- 4"

de


2" Max.

5Z\x" Min.

18”

3" - 5"

#4 Rebar(may be

foundationrebar)

20”



4" Min

Sections at curbSection View - adhesive application Elevation at curb

For 1�" Wide Steel Strong-Wall models

For 1�", 18", �1" and ��" WideSteel Strong-Wall models

Section at Slab

Elevation at Slab

LATERAL LOAD PATH


DESIGN EXAMPLE | lateral load path

Prefabricated Shearwalls

Site-built Shearwalls

(4) SSW18x10 PANELS4'-6

"4'

-6"

4'-6

"

4'-6

"4'

-6"

4'-6

"4'

-6"

4'-0"4'-0"4'-0"5'-0"

4'-6

"

60’

40’

Design parameters

Wind: 120 mph Exposure B

10' Plate Height

5:12 Roof Pitch

2'-0" Overhang

1'-0" Gable Rake Overhang

Southern Pine Framing (all members)

Trusses at 24" o.c.

latERal loaD patHDESiGn EXamplE

1. Gable bracing - page �� Select GBC bracing connector and diagonal brace at 46" on-center.

�. Roof diaphragm sheathing & fastener schedule - page �6 60' x 40' structure, 120 mph wind speed, Southern Pine framing and

2'-0" overhang at rake end. From Diaphragm Table select blocked diaphragm at 10'-0" minimum each

side of roof, 19/32" roof sheathing, WSNTL212 quick drive screws with fastener spacings of: Zone # 1 = 6:12 Zone # 2 = 6:12 Zone # 3 = 4:12 Zone #3 Over Hang = 4:12 Blocking not required at interior 40'-0" diaphragm area (blocking always

required at roof boundary).

�. Select blocking shear connection to top of wall - page �8, �� Install (1) RBC clip per truss bay to 2x blocking and top of wall in 60'-0"

wall lines. In 40'-0" wall lines, per page 22, sheath gable end walls with ⁷\₁₆"

sheathing and 8d common nails at 4:12.

�. collector and strut fastening - page �9 Table requires (19) SDS screws at top plate splice.

�. minimum shearwall length requirement - page �� From shearwall length table choose 19.3' for 60' x 40' structure. Multiply

minimum shearwall length by 0.92 for Southern Pine framing 19.3 x 0.92 = 17.75'.

This 17.75' minimum shearwall length shall be for each wall line and wall sections are based on 7/16" plywood or OSB with 8d common nails at 6:12 per note # 8.

Locate shearwalls in each wall line Total shearwall length of 17.75' may be broken up into smaller shearwall

segments.

Note 1. on page 32 limits shearwall length to 2'-11" for 10' plate heights and page 29 limits shearwall spacing to 16'-0" and 12'-0" from corners

6. Select shear anchors at site built shear walls - page �� Install Titen HD® 1/2 x 6 anchors and BP1/2-3 square washers at 24" on

center in each site built shearwall.

7. Select holdowns for site built shearwalls per page �6 Install HDU8 holdowns at each end of all site built shearwalls.

8. Select holdown anchor bolts for site built shearwalls - page �8 Install SSTB28 anchor bolts for each HDU8 holdown.

9. use prefabricated walls where space constraints occur - page �� The back wall line does not have enough room for the required shearwall

length and available wall lengths are smaller than the minimum 2'-11" wall length permitted.

Select (4) SSW18x10 panels for this wall line.

10. locate SSW panels in wall line according to maximum wall spacing and corner spacing limits as noted in step �

11. Select SSW anchor bolts - page �8 Install SSWAB1x24HS anchor bolts with SSWT templates at each SSW18 Steel Strong-Wall panel.



Balloon FRaminGFraming that utilizes studs that rise the full height of the wall from the sill to the roof plate.

BlockED DiapHRaGmA diaphragm in which all panel edges occur over and are fastened to common framing.

BlockinGBlocking is a wood member that provides a solid nailing surface and edge support for sheathing.

cHoRDThe edge members of a diaphragm or shearwall that resists compression and tension forces.

continuouS loaD patHThe interconnection of all framing elements of the lateral and vertical force resisting systems, which transfers lateral and vertical forces to the foundation.

cRipplE StuDStuds placed below or above wall openings and are not full height.

DiapHRaGmA roof or floor structural unit that acts like a deep, thin beam and is designed to resist lateral forces on the structure.

DRaG StRut / collEctoR / StRutA structural element that distributes diaphragm shear from one building element to another. A drag strut may typically be the double top plate and is also known as a collector.

EncloSED BuilDinGA building that is not considered either Partially Enclosed or Open, as defined in the International Building Code or ASCE 7. Generally, this means that when a building is located in a Windborne Debris Region, all openings in walls, or areas such as windows that can become openings, are either protected from windborne debris by shutters or wood structural panels, or are made of a wind-borne debris-resistant material, such as impact-resistant glazing. EnDWallThe exterior wall of a building perpendicular to the roof ridge and parallel to roof rafters or trusses.

GaBlEPortion of the endwall above the eave line of a double sloped roof. GaBlE BRacinGLateral support installed at the top of the endwall and the bottom of the gable to resist loads perpendicular to the gable endwall. GaBlE EnDWallThe endwall of a building with a truss or stick framed gable section above the endwall. GaBlE RooFA roof system in which there is no roof slope at the endwalls of the building.

GiRDER tRuSSA truss designed to carry loads from other trusses or structural members framing into it.

HEaDERA beam used over wall or roof openings to carry loads across the opening.

Hip RooF A roof system in which the slope of the roof at the endwalls of the building is perpendicular to the slope of the roof along the sides of the building.

HolDoWn An anchoring device used to provide overturning and/or wind uplift restraint.

Jack RaFtERA rafter that spans from a hip or valley rafter or beam to a wall plate or ridge, respectively.

Jack StuDA vertical structural element which does not span the full height of the wall and supports the header.

Jack tRuSSA relatively short truss consisting of a single roof pitch that is used to frame the hip end of a roof system.

kinG StuDA full height framing member that supports vertical loads.

GLOSSARY



GLOSSARYmaSonRy FounDationA foundation comprised of Masonry Blocks that serves as the support for floor joists upon which the first story framed walls are attached.

mEan RooF HEiGHt The distance from average grade to the average roof elevation.

oFFSEt opEninGOpenings in walls, such as windows and doors, that are not stacked.

outlookERA continuous wood member that is attached to a truss to form a gable overhang beyond the wall line.

oVERtuRninGThe resulting “tip-over" force when a lateral force acts on a wall or structure and the wall is restrained from sliding.

platE HEiGHtThe vertical distance between the bottom and top plates of a wall.

platFoRm FRaminG Framing that utilizes studs that extend only between floors and with floor systems stacked on top of walls like a platform.

pRoFESSional DESiGnER The term “Designer" used throughout this guide is intended to mean a licensed/certified building design professional, a licensed professional engineer, or a licensed architect.

RackinG The “out of square" result on a structure caused by lateral forces when it is restrained from sliding.

RaFtER A horizontal or sloped structural framing member which supports roof loads.

RaFtER/RooF oVERHanGThe horizontal projection of a rafter measured from the outside face of the wall to the outside edge of the rafter.

RakE oVERHanGThe projection of the roof beyond the gable endwall.

RiDGE BEamA structural member used at the ridge of a roof to support the ends of roof rafters and transfer roof loads to supports.

RiDGE BoaRDA non-structural member used at the ridge of a roof to provide a common nailing surface and point of bearing for opposing roof rafters.

Rim JoiStThe end joist of a floor system. Also referred to as a band joist.

RooF DEaD loaDThe weight of materials of construction incorporated into the roof of the building. These are considered permanent loads.

RooF oVERHanGThe projection of the roof beyond the side wall.

RooF pitcHThe slope of the roof.

RooF SpanThe distance between the outside of exterior walls supporting the roof/ceiling or truss assembly.

SEGmEntED SHEaRWallA shearwall composed of racking resistance, provided by sheathing and nailing, and overturning restraint provided at each end of the shear wall.

SHEaRWallA wall designed to resist lateral forces parallel to the plane of the wall.

SHEaRWall linEShear walls which are not offset by more than 4 feet horizontally from any other shear wall may be considered in the same shear wall line.

SHEaRWall SEGmEnt aSpEct RatioThe minimum height-to-width ratio of a shearwall. The minimum aspect ratio per IBC2305.3.3 is 3½:1.

SHEaRWall linE oFFSEtThe distance between shearwall lines which do not lie in the same horizontal plane.


SiDE WallThe exterior wall of a building parallel to the roof ridge which supports roof rafters or trusses.

Sill platE A horizontal wood member anchored to the foundation.

SlaB on GRaDEThe concrete slab that serves as the floor for the first story, upon which the first story framed walls are attached.

SliDinGMovement of a structure under lateral load that is not sufficiently anchored to the foundation.

SolE platEA horizontal wood member attached to the bottom of a frame wall and connected to floor joists, girders, or other members.

StackED opEninGOpenings in walls, such as windows and doors, that stack between floors or are in line horizontally.

StackED SHEaRWallShear walls that stack between floors or are in line horizontally.

Stick FRaminGConventionally framed walls and roofs.

StoRy oFFSEtThe distance between two adjoining floor assemblies which do not lie in the same horizontal plane. (example: cantilevered floor joists)

top platE(S)A horizontal wood member(s) attached to the top of a frame wall and supporting trusses, rafters, roof joists, floor joists, ceiling joists, or other members.

tRuSSAn engineered structural component, assembled from wood members, metal connector plates or other mechanical fasteners, designed to carry roof loads.

unBlockED DiapHRaGmA diaphragm in which only the panel edges in one direction occur over and are fastened to common framing.

upliFt Suction force on structure due to wind.

VallEy RaFtERA rafter that spans where two roof slopes meet.

VallEy tRuSSA pre-manufactured member used to frame the shape of dormers and to complete the roof framing where trusses intersect at perpendicular corners.

WinD BoRnE DEBRiS REGionAreas within hurricane prone regions located within 1-mile of the coast line where the wind speed is equal to or greater than 110 MPH or in areas where the wind speed is equal to or greater than 120 MPH.

WinD EXpoSuRE catEGoRy B Urban and suburban areas, wooded areas, or other terrain with numerous closely spaced obstructions having the size of single family dwellings or larger. Exposure B shall be assumed unless the site meets the definition of another type exposure.

WinD SpEEDA 3-second wind gust speed at 33 ft above the ground measured in miles per hour.

WooD StRuctuRal panEl SHEatHinGThe structural covering used directly over framing members, such as studs, joists, or rafters, which transfers perpendicular loads to the framing material.

GLOSSARY



PRODUCT FASTENER GUIDE

Hexagonal Holes Used for concrete or masonry screw applications.

obround Holes Used to provide easier nailing access in tight locations. Fasteners may be installed at an angle.

Diamond Holes Optional holes to temporarily secure connectors to the member during installation.

triangle Holes Provided on some products in addition to round holes. Round and triangle holes must be filled to achieve the published maximum load value.

FaStEnER HolE iDEntiFication

The connectors shown in this High Wind Framing Connection Guide rely on nails, screws or bolts to fasten to wood members. The following tables list the sizes and quantity of fasteners that are required for each connector in this guide to achieve its published allowable load which was the basis for specification in the guide.

3

3

0.162"

2

1

1

0

3

0.131"

0.148"

0.148"

0.148"

8d x 1½ DWC114PS#6

¼x3SDS Screw* WSNTL

212WSNTL

316d 16d Sinker 10d 8d 10d x 1½

0.131"

Note: WSNTL and DWC screws shall not be installed in structural connectors.

*Other SDS screw lengths available. See the current Wood Construction Connectors Catalog for more information.


PRODUCT FASTENER GUIDE

ModelNo. CL(in) Anchor Dia.

(in) Fasteners

HD14A 2 1 4-1" dia. M.B.

HD15 2 1¼ 5-1" dia. M.B.

HD6A

HD8A

HDU2

HD10A

HDQ8 1¼ 20-SDS ¼×2½

HDU11 1¼ 1 30-SDS ¼×2½

HDU4 1¼ 10-SDS ¼×2½

1¼ 6-SDS ¼×2½

HDU5 1¼ 14-SDS ¼×2½

HDU8 1¼ 20-SDS ¼×2½

HHDQ11 1½ 1 24-SDS ¼×2½

HHDQ14 1½ 1 30-SDS ¼×2½

HTT16 1 18-16d

HTT22 1 32-16d Sinkers

STHD8 - - 24-16d Sinkers


-STHD14 - 38-16d Sinkers

Model No. Member Fasteners Member To Plates

GBC Brace 5-8d×1½ Plates 7-8d

H2.5A Truss/Rafter 5–8d×1½ Plates 5–8d×1½

H3 Stud 4–8d×1½ Plates 4–8d×1½

H8 Truss/Rafter 5–10d×1½ Plates 5–10d×1½

HTS16 Truss/Rafter 7–10d×1½ Plates 7–10d×1½

LTP5 Rim Joist 6–10d×1½ Plates 6–10d×1½

MTS12 Truss/Rafter/Studs 7–10d×1½ Plates 7–10d×1½

RBC Blocking 6–10d×1½ Plates 6–10d×1½

SP4 / SP6 Studs 6–10d×1½ Plates N/R

SPH4 / SPH6 Studs 12–10d×1½ Plates N/R

SSP Studs 4–10d×1½ Plates 1–10d×1½

MAS Plates (top) 4–10d×1½ Plates (side) 2–10d×1½

ModelNo.

Total Number of Nails(Install half each end) Cut Length

CMST12 114-10d 202"

CMST14 88-10d 156"

CS14 34-10d 38"

CS16 26-10d 34"

LSTA9 6-10d N/A

LSTA12 8-10d N/A

LSTA15 10-10d N/A

LSTA18 12-10d N/A

LSTA21 14-10d N/A

MSTA18 14-10d N/A

MSTA21 14-10d N/A

MSTA24 16-10d N/A

MSTA30 20-10d N/A

2 1 4- " dia. M.B.

2 1 3- " dia. M.B.

2 2- " dia. M.B.

Holdown Fasteners

LINE

PLATE

LINE PLATE

connector Fastenersmodel no. member Fasteners member Fasteners/anchor

A23 Block/Sill 4-10dx1Z\x Nailer/Stud 4-10dx1Z\x

A34 Outlooker 4-8dx1Z\x Rafter 4-8dx1Z\x

GBC1 Brace 5-8dx1Z\x Plates 7-8d

H2.5A Truss/Rafter 5-8dx1Z\x Plates 5-8dx1Z\x

H8 Truss/Rafter 5-10dx1Z\x Plates 5-10dx1Z\x

HGT-3 Girder 16-10d Holdown 2-⁵\₈

HGT-4 Girder 16-10d Holdown 2-⁵\₈

HTS16 Truss/Rafter 8-10dx1Z\x Plates 8-10dx1Z\x

HTS20 Truss/Rafter 12-10dx1Z\x Plates 12-10dx1Z\x

LGT2 Girder 16-16d Sinkers Stud 14-16d Sinkers

LGT3-SDS2.5 Girder 21-16d Sinkers Stud 12-SDSZ\vx2Z\x

LTP5 Rim Joist 6-10dx1Z\x Plates 6-10dx1Z\x

MAS 2x Sill Plate (top) 4-10dx1Z\x 2x Sill Plate (side) 2-10dx1Z\x

MGT Girder 22-10d Plates 1-⁵\₈

MTS12 Truss/Rafter 7-10dx1Z\x Plates 7-10dx1Z\x

RBC Blocking 6-10dx1Z\x Plates 6-10dx1Z\x

SP4/SP6 Studs 6-10dx1Z\x Plates —

SPH4/SPH6 Studs 12-10dx1Z\x Plates —

SSP Studs 4-10dx1Z\x 2x Sill Plate 1-10dx11/2

1. GBC connectors must be installed in pairs

ModelNo. CL(in) Anchor Dia.

(in) Fasteners

HD14A 2 1 4-1" dia. M.B.

HD15 2 1¼ 5-1" dia. M.B.

HD6A

HD8A

HDU2

HD10A

HDQ8 1¼ 20-SDS ¼×2½

HDU11 1¼ 1 30-SDS ¼×2½

HDU4 1¼ 10-SDS ¼×2½

1¼ 6-SDS ¼×2½

HDU5 1¼ 14-SDS ¼×2½

HDU8 1¼ 20-SDS ¼×2½

HHDQ11 1½ 1 24-SDS ¼×2½

HHDQ14 1½ 1 30-SDS ¼×2½

HTT16 1 18-16d

HTT22 1 32-16d Sinkers



-STHD14 - 38-16d Sinkers

Model No. Member Fasteners Member To Plates

GBC Brace 5-8d×1½ Plates 7-8d

H2.5A Truss/Rafter 5–8d×1½ Plates 5–8d×1½

H3 Stud 4–8d×1½ Plates 4–8d×1½

H8 Truss/Rafter 5–10d×1½ Plates 5–10d×1½

HTS16 Truss/Rafter 7–10d×1½ Plates 7–10d×1½

LTP5 Rim Joist 6–10d×1½ Plates 6–10d×1½

MTS12 Truss/Rafter/Studs 7–10d×1½ Plates 7–10d×1½

RBC Blocking 6–10d×1½ Plates 6–10d×1½

SP4 / SP6 Studs 6–10d×1½ Plates N/R

SPH4 / SPH6 Studs 12–10d×1½ Plates N/R

SSP Studs 4–10d×1½ Plates 1–10d×1½

MAS Plates (top) 4–10d×1½ Plates (side) 2–10d×1½

ModelNo.

Total Number of Nails(Install half each end) Cut Length

CMST12 114-10d 202"

CMST14 88-10d 156"

CS14 34-10d 38"

CS16 26-10d 34"

LSTA9 6-10d N/A

LSTA12 8-10d N/A

LSTA15 10-10d N/A

LSTA18 12-10d N/A

LSTA21 14-10d N/A

MSTA18 14-10d N/A

MSTA21 14-10d N/A

MSTA24 16-10d N/A

MSTA30 20-10d N/A

2 1 4- " dia. M.B.

2 1 3- " dia. M.B.

2 2- " dia. M.B.

Strap Fasteners

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Anchor Systems Specifications for Simpson Strong-Tie Connectors CatalogSimpson Anchor Systems specifications with our connector line. It should be used in conjunction with the current connector and anchor systems catalogs.Cold-Formed Steel

Connectors Catalog30 products have been developed and tested using screw fasteners to obtain actual load values. Includes installation requirements and illustrations.

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