COMPANION FOR THE 2001

Transcription

1 COMPANION FOR THE 2001 af&pa WOOD-fRAME construction manual FOR wind DESIGN This document is designed to be used in conjunction with the 2001 edition of the Wood Frame Construction Manual (WFCM). The 2001 WFCM is referenced in the 2003 & 2006 International Residential Codes in section R as an alternative design standard and section R as one of the design standard options that must be used in high wind regions (110 mph and greater in the 2003 and 2006 IRC, and 100 mph and greater in hurricane-prone regions in the 2006 IRC). Page 1 of 24 Dead, Live, Snow and Seismic loads have not been included in this document. These loads must be evaluated by the building designer. This document provides design wind loads for several connections as well as the Simpson Strong-Tie products to resist these forces. Additional wind loads and load resisting elements are addressed in the WFCM and must be evaluated to ensure a wind resistant structure. The design wind loads provided here are based on tabulated loads found in the WFCM and are presented in a format that allows for a direct comparison to the allowable loads of Simpson Strong-Tie connectors. The design wind load tables have been condensed or expanded to show more common sizes and spacing of framing members. More economical designs may be possible by computing design loads based on actual building geometry. Interpolation between values tabulated in this document is permitted. The specification of connectors as well as other framing members should only be done by a qualified design professional. This document should be used in conjunction with competent engineering design and practice. The limitations and applicability requirements of Section of the WFCM apply to this document. Additional limitations may apply as noted in this document. Refer to the current Wood Construction Connectors catalog for connector load values, installation, fastener schedules and other important information including Terms & Conditions of Sale, and Building Code Evaluation listings. Table of Contents Uplift Loads Uplift Connections Lateral Loads Lateral Connections...9 Shear Loads Shearwall Design Shear Design Example Special Connections...18 Foundation Anchorage...19 Wind Design Worksheets Example: Examples will be presented throughout this document to aid in the selection of the proper connector. All examples will be based on the following sample building criteria: 2-Story Home 120 mph, Exposure B Roof Span (W) = 36' Mean Roof Height = 33' 2' Rafter Overhang 24" O.C. Roof Framing 6:12 Pitch Gable Roof DF Framing Species Sidewall Length (L) = 50' 9' Story Height 2' Rake Overhang 16" O.C. Stud Spacing MRH WIND PARALLEL TO RIDGE ENDWALL W SIDEWALL L WIND PERPENDICULAR TO RIDGE MRH = Mean Roof Height, Distance from average grade to average roof elevation. L = Length of building parallel to ridge. W = Width of building perpendicular to ridge, a.k.a. Roof Span. This document is organized into 3 sections that correspond to the wind forces included in the WFCM Uplift Lateral Shear Walls parallel to the direction of the wind must be designed to resist shear. Uplift loads act on the roof which must be tied down to the foundation through wall and floor framing by means of a Continuous Load Path Wall and roof framing members are loaded in the direction of the wind and must be connected to supporting elements Wall sheathing must be designed to prevent the wall framing from racking. Walls must be connected at the bottom to prevent sliding. Shearwalls must be held down at the ends to prevent overturning Simpson Strong-Tie Company Inc. Printed in the U.S.A. T-01WFCM08 9/08 exp. 6/30/14

2 UPLIFT LOADS, EXPOSURE b Page 2 of 24 As wind flows over a roof it creates a negative pressure on the roof surface acting to pull the roof system upwards. Wind also flows underneath overhangs and rakes, again acting to lift up on the roof system. The roof must be connected to the structure below to prevent it from lifting up off the walls. The connection must continue down the structure until the weight of the building elements that are connected together can resist the uplift forces acting on the roof. Often, this connection must continue to the foundation. The load tables on pages 2 and 3 provide the uplift forces that must be resisted by connections in the roof and wall framing. These values are based on WFCM Table 2.2A and have been adjusted for typical on-center spacing of framing members. The uplift forces have been reduced by the weight of the building materials above the connection. Pages 4 through 7 provide allowable load carrying capacities for fasteners and connectors that are designed to resist these uplift forces. Several connectors and installation details are shown in this document and many more are available in the Simpson Strong Tie Wood Construction Connectors and High Wind-Resistant Construction catalogs. Table 2.1 or 3.1 for uplift loads in this region Table 2.1 or 3.1 for uplift loads in this region Based on the Table 2.2A Table 2.1: Roof-to-Wall Uplift and Uplift in Top-Story Wall Framing (lbs) Member Roof Basic Wind Speed (mph) Spacing Span (ft) " O.C " O.C " O.C , ,130 1,426 Table 2.2: Top Story Wall to Foundation Uplift or Top Story Wall to Lower Story Wall Uplift and Uplift in 1st Story Wall Framing in a 2-Story Structure (lbs) Member Spacing 12" O.C. 16" O.C. 24" O.C. Roof Span (ft) Basic Wind Speed (mph) , ,010 1,306 2-Story Structure Table 2.2 or 3.2 Table 2.3 or 3.3 Table 2.3: 1st Story Wall Framing to Foundation Uplift in a 2-Story Structure (lbs) Member Roof Basic Wind Speed (mph) Spacing Span (ft) " O.C " O.C " O.C , Tabulated uplift based on 15 psf or greater roof/ceiling assembly dead load (Uplift=wind uplift-0.6x15), and a maximum roof overhang of 2 feet. 2. For jack rafter uplift loads, use a roof span equal to twice the jack rafter length. The jack rafter length includes the overhang and the jack span. 3. Tabulated loads based on framing located near corners. See WFCM for load reductions for framing away from corners. Single-Story Structure Table 2.2 or 3.2

3 Uplift Loads, Exposure C Page 3 of 24 Table 3.1: Roof-to-Wall Uplift and Uplift in Top-Story Wall Framing (lbs) Member Roof Basic Wind Speed (mph) Spacing Span (ft) " O.C , " O.C , ,197 1, ,021 24" O.C ,152 1, ,164 1,472 1, ,070 1,417 1,795 2,207 Table 3.2: Top Story Wall to Foundation Uplift or Top Story Wall to Lower Story Wall Uplift and Uplift in 1st Story Wall Framing in a 2-Story Structure (lbs) Member Roof Basic Wind Speed (mph) Spacing Span (ft) " O.C , " O.C , ,117 1, " O.C ,032 1, ,044 1,352 1, ,297 1,675 2,087 UPLIFT LOADS: RAKE OVERHANG Required Blocking Outlooker, 2 x 4 minimum Rake Overhang (not to exceed L/2 or 24") Gable End Wall L Outlooker Uplift Connection Rafter or Truss Rake overhang failures are common in high wind events. Many of these failures lead to increased damage of the structure and its contents by allowing wind and rain to enter the building. Proper construction of this historically weak connection is critical in maintaining the building envelope. The WFCM requires rake overhangs greater than 12" to have outlooker framing connected to the gable end wall in accordance with WFCM Table 2.2C. Wind exposure categories are based on the type and size of surrounding terrain. The WFCM assumes residential structures are exposure B unless they are located within 1500 feet of a flat open expanse such as open country grasslands, or water, in which case they may be considered exposure C. Some residential structures located near large bodies of water may be considered exposure D. Consult your local building department for information regarding the geographic and climatic design guidelines for a specific location. Based on the Table 2.2A Table 3.3: 1st Story Wall Framing to Foundation Uplift in a 2-Story Structure (lbs) Member Roof Basic Wind Speed (mph) Spacing Span (ft) " O.C " O.C , ,037 1, " O.C , ,232 1, ,177 1,555 1, Tabulated uplift based on 15 psf or greater roof/ceiling assembly dead load(uplift=wind uplift-0.6x15), and a maximum roof overhang of 2 feet. 2. For jack rafter uplift loads, use a roof span equal to twice the jack rafter length. The jack rafter length includes the overhang and the jack span. 3. Tabulated loads based on framing located near corners. See WFCM for load reductions for framing away from corners. Based on the Table 2.2C Table 3.4: Outlooker Uplift Connections (lbs) Outlooker Rake Basic Wind Speed (mph) Spacing Overhang (in) " O.C " O.C Tabulated values are for Exposure B. Multiply tabulated values by 1.39 for Exposure C.

4 UPLIFT CONNECTORS: ROOF-to-wall Page 4 of 24 Connecting the roof system to the top story wall system is the first in a series of connections that provides a continuous load path from the roof to the foundation. Connecting these two systems may require two separate connections: 1) the rafter/truss to the wall top plates and 2) the wall top plates to the studs. These connectors should be selected so that the allowable load shown on this page exceeds the uplift load given in Tables 2.1 or 3.1. To prevent the top plates from rolling off of the studs, the rafter/ truss-to-plate connection and the plate-to-stud connection must be on the same side of the wall. Example: Based on the building criteria from page 1, the uplift from Table 2.1 at each end of the 24" O.C. rafter/truss is 728 lbs. Several connectors can be used including the H8 (745 lbs). The uplift from Table 2.1 at each 16" O.C. stud located in the top story is 485 lbs. In this example, the same connector that was used for the rafter/truss, H8, can also be used to connect the plates to each stud. Another option is to use a MTS12 on every 2nd stud since its capacity (1000 lbs) is greater than two times the 485 pound load on each stud. Table 4.1: Rafter/Truss to Wall Connectors Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads WFCM Model No. DBL Uplift Shear Lateral Uplift Shear Lateral Table 3.4B Rafter/Truss Stud Top Plates (160%) (160%) (160%) (160%) (160%) (160%) Comparison¹ H2.5T 5-8dx1½ 5-8dx1½ H2.5A 5-8dx1½ 5-8dx1½ H2A 5-8dx1½ 2-8dx1½ 5-8dx1½ H8 5-10dx1½ 5-10dx1½ (2) H2.5A 10-8dx1½ 10-8dx1½ H10 8-8dx1½ 8-8dx1½ H10A dx1½ 9-10dx1½ MTS dx1½ 7-10dx1½ H10S 2 8-8dx1½ 8-8dx1½ 8-8d H dx1½ 13-8d When using WFCM Table 3.4B, the number of nails in each end of a 20 gage strap that can be replaced by the connector is shown. 2. H10S can have the stud offset a maximum of 1" from rafter (center to center) for a reduced uplift of 890 lbs. (DF/SP), and 765 lbs. (SPF). 3. Southern Pine allowable uplift loads for H10A = 1340 lbs. and for H14 = H10A (H10, H14 Similar) H8 (H2.5T, H2.5A, MTS12 Similar) Table 4.2: Top Plate to Stud Connectors Allowable Uplift Loads Fasteners WFCM Model No. (160%) Table 3.4B Double Top Plate Stud DF/SP SPF/HF Comparison¹ SSP 3-10d 4-10d H8 5-10dx1½ 5-10dx1½ H2.5A 5-8d 5-8d DSP d 8-10d MTS dx1½ 7-10dx1½ CS dx1½ (2) H2.5A 10-8d 10-8d When using WFCM Table 3.4B, the number of nails in each end of a 20 gage strap that can be replaced by the connector is shown. 2. DSP is for a double stud, all others are for a single stud. 3. CS20 is field cut and formed over the plates. Nailing into the studs must be the same on each side of the stud. 4. Plate to stud connectors must be on the same side of the wall as the rafter to plate connectors. H2A H10S MTS12 Min 1 " end distance to top of stud CS20 SSP (DSP Similar for Double Studs) H8 (4) 10dx1 " nails each side of stud

5 Uplift Connectors: Wall-to-Wall, Wall-to-Floor Page 5 of 24 Wall-to-wall connections may be made directly between wall studs or they can be made by connecting the upper studs to the rim board in the floor system and then connecting the rim board to the studs below. The connections must resist the loads from Tables 2.2, 2.3, 3.2, or 3.3. When connecting stud to stud, the studs from both stories must line up. An exception is the FSC connector which allows the studs to be offset by as much as 6". When connecting studs to the rim board the connection should extend past the centerline of the rim board to prevent cross grain tension in the rim. Rim boards less than 1Z\x" thick may result in load reductions for some connectors It is acceptable to space stud connections every 2nd or 3rd stud (connections should not exceed 4' O.C.), however the connection needs to resist 2 or 3 times, respectively, the load from Tables 2.2/3.2 and 2.3/3.3 (see example). When skipping studs, it is important to make the same capacity connections at the top and bottom of the same stud. The uplift connection from the lowest wall to the foundation may be made directly with a FSC or other type of holdown. Alternatively, a series of connections may be made between multiple framing members: studs to the rim board or sill plate, rim board to the sill plate, and sill plate to the foundation (see page 19 for sill plate anchorage). Example: Based on the building criteria from page 1, the uplift from Table 2.2 that must be transferred from the 2nd story sidewalls to the 1st story sidewalls is 405 lbs per 16" O.C. stud or 810 lbs every 2nd stud (405 x 2) or 1215 lbs every 3rd stud (405 x 3). If the studs line up then: CS20 with 4-8d nails (610 lbs) can be used on every stud CS20 with 6-8d nails (910 lbs) can be used on every 2nd stud CS18 with 11-8d nails (1370 lbs) can be used on every 3rd stud FSC (1830) can be used on every 3rd stud If the studs do not line up then: MTS16 (1000 lbs) can be used on every 2nd stud FSC (1830) can be used on every 3rd stud (up to 6" stud offset) The uplift from Table 2.3 that must be transferred from the 1st story to the foundation is 325 lbs per 16" O.C. stud. An MTS16 can support the load of 3 studs however, if the connection above was spaced every 2nd stud then the MTS at the bottom of the stud should secure those same studs. The spacing of the rim to sill plate connector can be determined by dividing the allowable load (lbs) of the connector by the uplift load in Table 2.3 for 12" O.C. framing (lbs per foot). Choosing to use a DSPZ, the spacing needed is: (660 lbs) / (244 lbs per foot) = 2.7' O.C. or 32" O.C. Table 5.1: Stud to Stud/Rim Connectors Fastener into Allowable Uplift (160%) Model No. each Stud or Rim DF/SP SPF/HF WFCM Table 3.4B Comparison¹ CS20 4-8d CS20 6-8d CS20 8-8d CS d CS d MTS16² 7-10dx1½ FSC dx1½ HDU2-SDS2.5 3, 6 6-SDS HDU4-SDS2.5 3, 6 10-SDS When using WFCM Table 3.4B, the number of nails in a 20 gauge strap that can be replaced by the connector is shown. 2. MTS12, MTS18, and MTS20 have the same installation and allowable load 3. HDU holdowns must fasten to a minimum double 2x stud designed to act as one unit and are supplied with the required SDS screws. 4. Minimum cut length (in.) of the CS strap in a wall to wall application is: (2.125) x (# of nails into each stud) + (Clear Span) Straight straps may be installed over OSB/plywood sheathing (7/8" max) with no load reduction when using the nails specified in this table. 6. See page 13 for anchorage into the foundation. FSC FSC CS Strap MTS 2 HDU with threaded rod MTS CS-Strap Clear span Cut length Table 5.2: Rim Board to Sill Connectors Fasteners Allowable Uplift (160%) WFCM Model No. Table 3.4B Rim Board Sill Plate DF/SP SPF/HF Comparison¹ DSPZ 8-10dx1½ 2-10dx1½ SSPZ 4-10dx1½ 1-10dx1½ When using WFCM Table 3.4B, the number of nails in a 20 gage strap that can be replaced by the connector is shown. SSPZ DSPZ

6 Uplift Connectors: Headers Page 6 of 24 Openings for windows and doors break the continuity of wall studs and must be properly detailed to maintain the continuous load path. The uplift load from above the window or door is transferred into the header through connections from the studs or other framing members above. Each end of the header must be secured to the jack studs to resist this high concentration of uplift. The uplift force is then transferred from the jack studs all of the way down to the foundation. Wall framing that does not receive uplift below the header does not need to have uplift tie downs. To determine the uplift force at each end of the header multiply the uplift for 12" O.C. framing found on pages 2 or 3 by 1/2 of the header length (ft). Use Table 2.1 (Table 3.1 for Exposure C) for a header in the top story or Table 2.2 (Table 3.2 for Exposure C) for a header in the first of a 2-story. Strap down the header to the jack stud(s) using a strap from page 5. Use multiple straps on multiple jack studs if necessary. Connect the bottoms of the jack studs to framing below. High uplifts may require a FSC or a holdown at the foundation (see page 5). SSP Jack and king studs fastened together to transfer uplift forces MTS16 CS20 Example: Based on the building criteria from page 1, determine the uplifts at each end of a 5' header on the 2nd story and a 10' header on the first story. The uplift from Table 2.1 for 12" O.C. spacing is 364 pounds per foot. (364)x(5/2) = 910 lbs at each end of the 5' header. From Table 5.1, one CS20 strap (1030 lbs) on each end of the header nailed with (8) 8d common nails into the header and jack stud is sufficient. The uplift from Table 2.2 for 12" O.C. spacing is 304 pounds per foot. (304)x(10/2) = 1520 lbs at each end of the 10' header. From Table 5.1, two CS20 straps (1770 lbs) on each end of the header nailed with (6) 8d common nails into the header and jack stud is sufficient. SIMULTANEOUS LOADING The 2001 WFCM tabulates wind loads on a dwelling resulting from two distinct wind directions: perpendicular to the ridge and parallel to the ridge (see figures in WFCM Tables and 2.5-2). Both wind directions result in lateral loads acting on surfaces perpendicular to the wind direction and shear loads acting on walls parallel to the wind direction. Additionally, both wind directions may result in uplift loads acting on the roof and overhangs. Therefore, building materials and connections designed using the 2001 WFCM must be evaluated with uplift and lateral loads acting simultaneously and with uplift and shear loads acting simultaneously. The unity equations shown here may be used to evaluate our connectors to resist the simultaneous loads tabulated in this document. TITEN HD Rod Coupler (see page 13) FSC The unity equations do not apply when different building elements are used to resist each load type. For example, if at the roof to wall connection a hurricane tie is used to resist uplift, toe-nails are used to resist lateral loads, and a RBC is used to resist shear loads then the unity equations do not apply. Unity Equations: Eq. 1: (Design Uplift Load)/(Allowable Uplift) + (Design Lateral Load)/(Allowable Lateral) < 1.0 Eq. 2: (Design Uplift Load)/(Allowable Uplift) + (Design Shear Load)/(Allowable Shear) < 1.0

7 UPLIFT FASTENERS: ROOF SHEATHING A common failure in high wind events is the connection of the roof sheathing panels to the rafters/trusses. This connection relies on the strength of the sheathing fasteners in withdrawal. Although nails are not very strong in withdrawal, the deeper the nail penetrates into the wood roof framing, the higher the capacity. When installing roof sheathing, today's framers typically use pneumatic fasteners (gun nails) Zone 3 Zone 3 Page 7 of 24 that may have shorter lengths or smaller diameters than common or box nails and therefore lower withdrawal capacities. Whether the roof sheathing is installed with common nails, pneumatic nails, or screws, the fastening pattern may need to be intensified in high pressure areas of the roof as indicated in Table 7.1. a = smaller of W or L, but not less than 3 feet 10 Zone 2 Zone 1 Zone 1 Zone 2 a Based on the L a a W Table 2.4 Table 7.1: Wind Suction Pressures Wind Suction Pressures (pounds per square foot) Wind Speed (mph) Zone Zone Zone Zone 3 Overhang Based on exposure B, multiply by 1.39 for exposure C Table 7.2 shows the fasteners needed for attachment of the roof diaphragm. It provides options for using nails or Simpson Strong Tie Quik Drive WSNTL212S screw. Quik Drive Screws provide enhanced performance to nails for the roof diaphragm as they provide higher withdrawal resistance and can reduce squeaks when used in a floor system. Table 7.2: Roof Sheathing Fastening Roof Framing Maximum On Center Fastener Spacing (in) Roof Zone Spacing Exposure B Exposure C Basic Wind Speed (mph) d Common (0.131" x 2.5") or Pneumatic nail (0.131" x 2.375" min.) in. O.C Overhang in. O.C Overhang Quik Drive WSNTL212S (#8x2.50") in. O.C Overhang in. O.C Overhang Based on wood structural panel roof sheathing 7/16" to 1/2" in thickness. 2. Based on SPF or better roof framing (specific gravity 0.42). 3. Edge fastening spacing not to exceed 6" O.C. 4. Spacing Values based on roof suction pressure only. Contact Simpson Strong-Tie for additional information on evaluating simultaneous loads on roof sheathing fasteners in uplift and shear. 5. 8d common or pneumatic nail spacing is based on an allowable withdrawal of 62 lbs. per nail. 6. WSNTL212S allowable withdrawal is 114 lbs. and is based on a safety factor of 5.0 on screw withdrawal and head pull through and includes a 60% increase for wind loading. Example: Based on the building criteria from page 1, a = 36'/10 = 3.6' and the uplift from Table 7.1 in Zone 2 is 51.4 psf. Using a 0.131" x 2.375" nail (62 lbs. allowable withdrawal from Table 7.2) results in a fastener spacing of: (62 lbs. per nail)/(51.4 psf x 2' O.C. roof framing) x (12 in./ft.) = 7.2" O.C. With a maximum allowable edge:field fastening pattern of 6:12, the roof sheathing fastening patterns (rounding to 12", 6", 4" spacings) are: Zone 1: 6:12, Zone 2: 6:6, Zone 3: 4:4, Overhangs: 4:4. Alternatively, use Quik Drive WSNTL212S at Zone 1/2: 6:12, Zone 3/Overhang: 6:6. Quik Drive WSNTL212S Screw

8 Lateral Loads: WFCM Table 2.1 Page 8 of 24 As wind acts on a wall surface it pushes or pulls the wall framing inward or outward. The studs are connected to the top and bottom plates of the wall which in turn are connected to the roof or floor systems above and below the wall. In many cases the standard nailing of these framing members is sufficient to transfer the lateral wind loads but there are two conditions addressed here that can result in higher load concentrations and must be properly detailed: 1) tall wall heights and 2) large wall openings. In addition to these problem areas, the standard connection from the wall plates to the roof system (rafters or trusses) may need strengthening. Determine the connection requirements at the ends of studs and at joists or rafters to wall plates by using Table 8.1 which is based on the wall height and spacing of the framing member being connected. Determine the lateral force at each end of a header or window sill by using Table 8.2. Connect the header to the king stud(s) and the window sill to the jack stud(s) using end nails or connectors from page 9. Based on the Table 2.1 Table 8.2: Header and Window Sill Plate Lateral Loads (lbs) Header or Sill Basic Wind Speed (mph) Length (ft) , ,099 1, ,056 1,256 1, Tabulated forces based on wall heights 10 feet. 2. Tabulated forces are for Exposure B. Multiply table values by 1.39 for Exposure C. 3. Stud Example: Based on the building criteria from page 1, determine the lateral load at the top and bottom of a common stud. The lateral load from Table 8.1 for 16" O.C. spacing is 176 pounds for an 8' wall height and 209 pounds for a 10' height. ( ) / (2) = 193 lbs at each end of a 9' stud. From Table 9.2 each 16d common end-nail has a capacity of 148 lbs. Use (2) 16d common nails into the end of each stud. Joist Example: Determine the lateral load at each end of floor joists spaced at 16" O.C. and blocking perpendicular to the joists spaced at 4' O.C. The lateral load from the studs has been connected to the wall plates, now the top plates must be tied into the floor system. Because the spacing of the floor joists matches the spacing of the studs: the lateral load at each joist is the same as that for the studs. 193 lbs at each 16" O.C. stud. From Table 9.2, each 8d common toe-nail has a capacity of 121 lbs. Use at least (2) 8d common nails toe-nailed into each joist/top plate. Because the spacing of the 4' O.C. blocking is 3 times that of the 16" O.C. joists, the lateral load at the blocking is 3 times the lateral load at each joist. (193) x (3) = 579 lbs at each block. From page 9, Table 9.1, use (2) A34 framing angles. Table 8.1: Lateral Load at Stud-to-Plate, Plate-to-Roof, Plate-to-Floor (lbs) Wall O.C. Basic Wind Speed (mph) Height Spacing (ft) Tabulated forces are for Exposure B. Multiply table values by 1.39 for Exposure C. 2. Tabulated forces based on framing located near corners. See WFCM for load reductions for framing away from corners. 3. Refer to WFCM section (d) for maximum story heights. Rafter Example: Determine the lateral load at the 24" O.C. rafter to wall connection. The lateral load from Table 8.1 for 24" O.C. spacing is 264 pounds for an 8' wall height and 314 pounds for a 10' height. ( ) / (2) = 289 lbs at each rafter. From Table 9.2, each 8d common toe-nail has a capacity of 121 lbs. Use (3) 8d common nails toe-nailed into each rafter/top plate. Window Header/Sill Example:: Determine the lateral load at each end of the header and sill of a 6' window opening. The lateral load from Table 8.2 is 471 lbs at each end of the header and window sill. From Table 9.2, use (8) 8d common nails end-nailed from the king stud into each end of the header. Because a typical 2x window sill is not deep enough to allow this many nails, from Table 9.1, use (2) A34 framing angles at each end of the window sill.

9 Lateral Load Connections: Studs, Rafters, Joists, Headers & Sills Page 9 of 24 Toe-nails and End-nails are the primary means to resist lateral loads in typical wood framed residences. Nail values for common installations are provided here for reference. Connections that require more capacity than is provided by the prescriptive fastening schedule in WFCM Table 3.1 can be strengthened by adding additional fasteners or by using connectors. Table 9.1: Lateral Connectors Model No. Fasteners L Allowable Loads (160%) DF/SP SPF/HF A34 8-8dx1Z\x 2Z\x A dx1Z\x 4Z\x LS dx1Z\x 3C\, LS dx1Z\x 4M\, A35 A34 LS30 L A35 LS30 A34Z Gable Endwall Framing Table 9.2: Lateral Shear Strength of Common Nailing Applications (lbs) Nail Nail Diameter x End-Nail Shear (160%) Toe-Nail Shear (160%) Type Nail Length DF/SP SPF/HF DF/SP SPF/HF 8d Common 0.131" x 2.50" d Pneumatic Nail 0.113" x 2.38" d Common 0.148" x 3.00" d Pneumatic Nail 0.120" x 3.00" d Common 0.162" x 3.50" d Pneumatic Nail 0.131" x 3.25" End-nail values are based on a 1½" side member thickness and include a 0.67 end grain factor. 2. Toe-nail values include a 0.83 toe-nail factor. 3. For nail installation requirements as well as spacing and edge distance recommendations, see ANSI/AF&PA NDS National Design Specification for Wood Construction. HEADER End-Nail Installation 1 " JACK KING STUD EDGE SPACING 30 L/ 3 SHEAR L Toe-Nail Installation

10 Shear Loads Page 10 of 24 As wind blows against roof and wall surfaces, the walls parallel to the wind direction are loaded in shear. The shearwalls in these wall lines must be designed so they do not rack, slide or overturn. The sum of the individual shearwall capacities in each wall line must equal or exceed the forces described on pages 10 and 11. The design of the individual shearwalls is presented on pages Applied Force Applied Force Applied Force Racking Sliding Overturning Shear load: wind parallel to ridge Based on the Table 10.1 lists the loads that act on the roof system (F ROOF ) and floor system (F FLOOR ) when the wind blows parallel to the ridge. When the roof and floors are supported by two exterior sidewalls, the load that each sidewall must be designed to support is equal to the tabulated value divided by two. Sidewalls that support a roof only must to be designed to resist one half of the F ROOF load. Sidewalls that support a roof and floor must be designed to resist one half of F ROOF + F FLOOR (see figure below). F F ROOF FLOOR Roof Span F ROOF)/2 F ROOF + F FLOOR)/2 Sidewall Length Table 2.5B Table 10.1: Diaphragm Loads: Wind Parallel To Ridge Basic Wind Speed (mph) Roof Roof Pitch Span (ft) F roof (lbs) 24 1,560 1,920 2,328 2,784 3,264 0:12 6: ,808 3,492 4,212 5,004 5, ,416 5,472 6,576 7,872 9, ,360 7,860 9,480 11,280 13, ,776 2,208 2,664 3,168 3,720 7:12 8: ,312 4,104 4,932 5,904 6, ,280 6,528 7,920 9,408 11, ,740 9,540 11,520 13,740 16, ,016 2,472 3,000 3,576 4,200 9:12 10: ,816 4,716 5,688 6,768 7, ,192 7,632 9,216 10,992 12, ,120 11,220 13,620 16,200 19, ,232 2,760 3,336 3,984 4,656 11:12 12: ,320 5,328 6,444 7,668 9, ,056 8,736 10,560 12,576 14, ,500 12,960 15,660 18,660 21,900 Roof Span (ft) F floor (lbs) Floor 24 2,016 2,472 3,000 3,576 4, ,024 3,708 4,500 5,364 6, ,032 4,944 6,000 7,152 8, ,040 6,180 7,500 8,940 10, Tabulated loads are for Exposure B. Multiply table values by 1.39 for Exposure C. 2. Tabulated loads are based on 8 foot wall heights. For other wall heights, H, multiply table values by H/8. 3. For hip roof systems, use tables on page 11 for wind perpendicular to ridge design. Refer to WFCM Table 2.5A footnote 4.

11 Shear Loads: Perpendicular to Ridge Page 11 of 24 Tables list the loads that act on the roof system (F ROOF ) and floor system (F FLOOR ) when the wind blows perpendicular to the ridge. When the roof and floors are supported by two exterior endwalls, the load that each endwall must be designed to support is equal to the tabulated value divided by two. Endwalls that support a roof only must be designed to resist one half of the F ROOF load. Endwalls that support a roof and floor must be designed to resist one half of F ROOF + F FLOOR (see figure below). Based on the Table 2.5A ( F ROOF)/2 ( F ROOF + F FLOOR)/2 Sidewall Length F ROOF F FLOOR Table 11.1: 90 mph Diaphragm Loads: Wind Perpendicular To Ridge Roof Pitch Sidewall Length (ft) Roof Span (ft) F ROOF (lbs) ,370 3,160 3,950 4,740 5,530 6,320 0:12 6: ,760 3,680 4,600 5,520 6,440 7, ,150 4,200 5,250 6,300 7,350 8, ,570 4,760 5,950 7,140 8,330 9, ,570 4,760 5,950 7,140 8,330 9,520 7:12 8: ,560 6,080 7,600 9,120 10,640 12, ,580 7,440 9,300 11,160 13,020 14, ,600 8,800 11,000 13,200 15,400 17, ,110 5,480 6,850 8,220 9,590 10,960 9:12 10: ,340 7,120 8,900 10,680 12,460 14, ,600 8,800 11,000 13,200 15,400 17, ,890 10,520 13,150 15,780 18,410 21, ,620 6,160 7,700 9,240 10,780 12,320 11:12 12: ,090 8,120 10,150 12,180 14,210 16, ,620 10,160 12,700 15,240 17,780 20, ,150 12,200 15,250 18,300 21,350 24,400 Floor F FLOOR (lbs) 3,690 4,920 6,150 7,380 8,610 9,840 Roof Span Table 11.2: 100 mph Diaphragm Loads: Wind Perpendicular To Ridge Roof Pitch Sidewall Length (ft) Roof Span (ft) F ROOF (lbs) ,940 3,920 4,900 5,880 6,860 7,840 0:12 6: ,390 4,520 5,650 6,780 7,910 9, ,900 5,200 6,500 7,800 9,100 10, ,410 5,880 7,350 8,820 10,290 11, ,410 5,880 7,350 8,820 10,290 11,760 7:12 8: ,640 7,520 9,400 11,280 13,160 15, ,900 9,200 11,500 13,800 16,100 18, ,160 10,880 13,600 16,320 19,040 21, ,070 6,760 8,450 10,140 11,830 13,520 9:12 10: ,570 8,760 10,950 13,140 15,330 17, ,160 10,880 13,600 16,320 19,040 21, ,720 12,960 16,200 19,440 22,680 25, ,700 7,600 9,500 11,400 13,300 15,200 11:12 12: ,530 10,040 12,550 15,060 17,570 20, ,420 12,560 15,700 18,840 21,980 25, ,310 15,080 18,850 22,620 26,390 30,160 Floor F FLOOR (lbs) 4,560 6,080 7,600 9,120 10,640 12,160 Table 11.4: 120 mph Diaphragm Loads: Wind Perpendicular To Ridge Sidewall Length (ft) Roof Roof Pitch Span (ft) F ROOF (lbs) 0:12 6:12 7:12 8:12 9:12 10:12 11:12 12: ,230 5,640 7,050 8,460 9,870 11, ,890 6,520 8,150 9,780 11,410 13, ,610 7,480 9,350 11,220 13,090 14, ,360 8,480 10,600 12,720 14,840 16, ,360 8,480 10,600 12,720 14,840 16, ,100 10,800 13,500 16,200 18,900 21, ,930 13,240 16,550 19,860 23,170 26, ,730 15,640 19,550 23,460 27,370 31, ,290 9,720 12,150 14,580 17,010 19, ,480 12,640 15,800 18,960 22,120 25, ,730 15,640 19,550 23,460 27,370 31, ,010 18,680 23,350 28,020 32,690 37, ,190 10,920 13,650 16,380 19,110 21, ,830 14,440 18,050 21,660 25,270 28, ,560 18,080 22,600 27,120 31,640 36, ,290 21,720 27,150 32,580 38,010 43,440 F FLOOR (lbs) Table 11.3: 110 mph Diaphragm Loads: Wind Perpendicular To Ridge Sidewall Length (ft) Roof Roof Pitch Span (ft) F ROOF (lbs) 0:12 6:12 7:12 8:12 9:12 10:12 11:12-12:12 Floor Floor Floor 6,570 8,760 10,950 13,140 15,330 17, Tabulated loads are for Exposure B. Multiply table values by 1.39 for Exposure C. 2. Tabulated loads are based on 8 foot wall heights. For other wall heights, H, multiply table values by H/8. 3. For hip roof systems, use tables on this page. Refer to WFCM Table 2.5A footnote ,540 4,720 5,900 7,080 8,260 9, ,110 5,480 6,850 8,220 9,590 10, ,710 6,280 7,850 9,420 10,990 12, ,340 7,120 8,900 10,680 12,460 14, ,340 7,120 8,900 10,680 12,460 14, ,810 9,080 11,350 13,620 15,890 18, ,340 11,120 13,900 16,680 19,460 22, ,870 13,160 16,450 19,740 23,030 26, ,120 8,160 10,200 12,240 14,280 16, ,950 10,600 13,250 15,900 18,550 21, ,870 13,160 16,450 19,740 23,030 26, ,790 15,720 19,650 23,580 27,510 31, ,900 9,200 11,500 13,800 16,100 18, ,090 12,120 15,150 18,180 21,210 24, ,400 15,200 19,000 22,800 26,600 30, ,680 18,240 22,800 27,360 31,920 36,480 F FLOOR (lbs) 5,520 7,360 9,200 11,040 12,880 14,720 Table 11.5: 130 mph Diaphragm Loads: Wind Perpendicular To Ridge Sidewall Length (ft) Roof Roof Pitch Span (ft) F ROOF (lbs) 0:12 6:12 7:12 8:12 9:12 10:12 11:12-12: ,950 6,600 8,250 9,900 11,550 13, ,760 7,680 9,600 11,520 13,440 15, ,600 8,800 11,000 13,200 15,400 17, ,440 9,920 12,400 14,880 17,360 19, ,470 9,960 12,450 14,940 17,430 19, ,510 12,680 15,850 19,020 22,190 25, ,640 15,520 19,400 23,280 27,160 31, ,770 18,360 22,950 27,540 32,130 36, ,550 11,400 14,250 17,100 19,950 22, ,100 14,800 18,500 22,200 25,900 29, ,770 18,360 22,950 27,540 32,130 36, ,440 21,920 27,400 32,880 38,360 43, ,630 12,840 16,050 19,260 22,470 25, ,720 16,960 21,200 25,440 29,680 33, ,930 21,240 26,550 31,860 37,170 42, ,110 25,480 31,850 38,220 44,590 50,960 F FLOOR (lbs) 7,710 10,280 12,850 15,420 17,990 20,560

12 Shearwall Design Page 12 of 24 Wood shearwalls consist of a sheathing material that is fastened to wall framing. The sheathing prevents the wall framing from racking and the wall framing allows for connections to resist sliding and overturning. The wall top plates must be connected to the floor or roof above to transfer the shear forces into the wall and the sole plate must be connected to the floor or foundation below to transfer the shear forces out of the wall and prevent sliding. To resist overturning, the end posts must be tied down to the foundation or framing below. The WFCM recognizes many sheathing materials and provides shear capacities in Table 3C of the Supplement. The shear capacities are based on the material, fastening, framing species, and type of load. Connections at the top of a shearwall are typically made by toe-nailing the rim joist, or blocking to the top plates. The sole plate is typically fastened with either nails into the floor framing below or sill anchors into the foundation. Connectors, such as those shown on page 18, may be needed to transfer larger shear forces. Overturning restraint is provided by holdowns shown on page 13. Table 12.1 provides shearwall capacities for a common shearwall assembly. The wall capacity is based on the overall length of the shearwall segment while the holdown capacity is based on the overall height of the shearwall segment. For additional information on shearwall design, including alternate materials and perforated shearwall design, refer to Table 3B of the WFCM Supplement. Table 12.1: Field Built Shearwalls Using 7/16" OSB, 8d Commons (0.131" x 2.5"), 16" o.c. Stud Spacing Lateral Load Direction Structure with wall offset greater than 4' > 4' > 4' Option #1 Separate Structures Building 1 Building 1 Bldg 2 Bldg 3 Option #2 Inscribed Structure Building 1 OR OTHER SHEAR TRANSFER CONNECTORS 8d Common Nail Spacing at Panel Edges Shearwall 6" O.C. 4" O.C. 3" O.C. Length (in) Shearwall Capacity (lbs) Required¹ Holdown Shearwall Capacity (lbs) Required¹ Holdown Shearwall Capacity (lbs) Required¹ Holdown DF/SP SPF/HF Capacity (lbs) DF/SP SPF/HF Capacity (lbs) DF/SP SPF/HF Capacity (lbs) 28² ,241 1,143 1,600 1,470 31² ,374 1,266 1,770 1, ,092 1,008 2,915 for 8' Walls 1,596 1,470 4,255 for 8' Walls 2,060 1,890 5,490 for 8' Walls 48 1,456 1,344 2,128 1,960 2,745 2,520 3,275 for 9' Walls 4,790 for 9' Walls 60 1,820 1,680 2,660 2,450 3,430 3,150 6,175 for 9' Walls 72 2,184 2,016 3,640 for 10' Walls 3,192 2,940 5,320 for 10' Walls 4,115 3,780 6,890 for 10' Walls 84 2,548 2,352 3,724 3,430 4,805 4, ,912 2,688 4,256 3,920 5,490 5, Holdown capacity based on achieving maximum capacity of wall, reduced holdown capacity will result in reductions in wall shear strength. 2. Minimum shearwall lengths allowed by code are 28" for 8' walls, 31" for 9' walls, and 35" for 10' walls (Height/Length 3.5 for wind design). See pages 14 & 15 for solutions for smaller wall lengths. 3. Values include a 40% increase in OSB shear capacity due to wind loading and also apply to ZB\₃₂" plywood. 4. Anchor bolts or other shear connectors shall be provided to transfer loads from the bottom plate to the foundation or framing below. Methods for Addressing Shearwall Plan Offsets Greater than 4' LENGTH 5. End studs shall be sized for tension and compression forces. 6. In accordance with the WFCM, tabulated shearwall and holdown capacities are based on Table 3B of the WFCM Supplement and apply to structures designed in accordance with the 2001 WFCM only. 7. Holdown capacities are tabulated per story. In accordance with section of the WFCM, where a holdown resists the overturning load from the story or stories above, the holdwn shall be sized for the required holdown tension capacity at its level plus the required holdown tension capacity of the story or stories above. Shearwall offset is the distance in plan, measured perpendicular to the wind force direction, of two adjacent, parallel shearwalls. Based on the Table When shearwall offsets exceed 4', the continuity of the shearwall load path shall be maintained using drag struts and/or special framing details. Drag struts, collectors, chords, diaphragms, and shearwalls that are not within the limits of the WFCM shall be designed in accordance with the governing building code. > 4' > 4' > 4' Building 2 Building 3 Building 1 For design purposes the structure shall be considered as separate structures (Option #1) or as a rectangular structure that inscribes the total structure (Option #2). For additional information refer to AF&PA Design Aid No 5.

13 Shearwall Holdown Connectors Page 13 of 24 Table 13.1: Holdown Connectors Model No. Post Fasteners Anchor Diameter C Allowable Loads (160%) (in) L (in) DF/SP SPF/HF HDU2-SDS2.5 6-SDS B\, 1Z\v 3,075 2,215 HDU4-SDS SDS B\, 1Z\v 4,565 3,285 HDU5-SDS SDS B\, 1Z\v 5,645 4,065 HDU8-SDS SDS M\, 1Z\v 7,870 5,665 HDU11-SDS SDS 1 1Z\v 9,535 6,865 HDU14-SDS SDS 1 1>\zn 14, ,745 STHD d sinkers 5,025 5,025 STHD14RJ 38-16d sinkers 5,025 5, HDU8 requires a minimum 4Z\x" thick (direction of fastener penetration) post, HDU11 requires a minimum 5Z\x" thick post, HDU14 requires a minimum 5Z\x" x 5Z\x" post. 2. Requires heavy hex anchor nut to achieve tabulated load. STHD s require a minimum of 1¹ ₂" end distance when multiple 2x members are used as shown One #4 Rebar in Shear Cone 12" Min. Rebar Length Nailed Portion Nails Min. 1¹ ₂" End Dist. END POST DBL 2x MIN, SEE FOOTNOTE 1 SQUASH BLOCKING ANCHOR ROD DIAMETER C L HOLDOWN HOLDOWN ANCHOR DIAMETER COUPLER NUT EMBEDMENT HDU Installation 30" Min. Rebar Length SIMPSON Strong-Tie End Distance (¹ ₂" min. from corner) STHD14 Corner Installation 30" Min. Rebar Length Typical STHD14RJ Rim Joist Application Clear Span 17" Max. ¹ ₂" Min. from Corner One #4 Rebar in Shear Cone 12" Min. Rebar Length Typical Holdown Installation on Wood Floor Table 13.2: Allowable Tension Loads for Anchor Rods Installed with SET or AT Adhesive Anchor Embed. SET AT Diam. Depth 2x4 Wall 2x6 Wall 2x4 Wall 2x6 Wall (in) (in) Corner Interior Corner Interior Corner Interior Corner Interior B\, 12 5,485 5,875 5,875 5,875 4,720 5,400 5,720 5, ,875 5,875 5,875 5,875 5,875 5,875 5,875 5,875 M\, 12 6,185 7,400 7,500 8,320 5,090 5,745 6,310 7, ,465 10,280 11,300 11,355 8,350 9,110 10,065 10, ,480 7,560 7,745 8,360 5,280 5,950 6,585 7, ,025 10,575 11,755 11,630 8,695 9,525 10,535 10, Allowable loads based on a concrete f c = 2500 psi. 2. Allowable loads based on and testing and finite element modeling of adhesive anchorage into uncracked concrete. 8" MIN Set-Pac EZ and Acrylic Tie Fast-Pac adhesives Titen HD Rod Coupler Anchor 24" MIN 1 " FOR 2x4 WALL 2 " FOR 2x6 WALL CORNER ANCHOR 4 1/4" MIN 24" MIN TO BOTH CORNERS 24" MIN FOR CORNER INSTALLATION INTERIOR ANCHOR 8" MIN Table 13.3: Titen HD Rod Coupler Tension Loads in Normal-Weight Concrete Stemwall Minimum Minimum Allowable Load (lbs) Titen HD Embed. Stemwall Edge Spacing Size Depth Width f'c 2500 psi Dist. Dist. (in.) (in.) (in.) Concrete (in.) (in.) C\, 5 8 1C\v 20 2,225 Z\x 8 8 1C\v 32 3,885

14 Steel Strong-Wall Shearwall Page 14 of 24 Table 14.1 Steel Strong-Wall¹ Wall Dimensions (in) Model Number Width Height WFCM Table Allowable 3.17A and 3.17B Shear³ (lbs) Comparison² (ft) Steel Strong-Wall on Concrete SSW12x7 12 1, SSW15x7 15 1, SSW18x , SSW21x7 21 4, SSW24x7 24 5, SSW12x8 12 1, SSW15x8 15 1, SSW18x Z\v 2, SSW21x8 21 3, SSW24x8 24 5, SSW12x SSW15x9 15 1, SSW18x Z\v 2, SSW21x9 21 3, SSW24x9 24 4, SSW12x SSW15x , SSW18x Z\v 2, SSW21x , SSW24x , First Story Wood Floor SSW12x SSW15x8 15 1, SSW18x Z\v 1, SSW21x8 21 1, SSW24x8 24 2, SSW12x SSW15x9 15 1, SSW18x Z\v 1, SSW21x9 21 1, SSW24x9 24 2, SSW12x SSW15x SSW18x Z\v 1, SSW21x , SSW24x , Two-Story Stacked Refer to Strong-Wall Shearwalls Catalog Balloon Framing Refer to Strong-Wall Shearwalls Catalog 1. Refer to the current Strong-Wall Shearwalls catalog for concrete anchorage information. 2. When using WFCM Tables 3.17A or 3.17B, the number of feet of required shearwall that can be replaced by a Strong-Wall panel is shown. 3. Allowable shear loads are for wind applications and based on 3000 psi concrete and 1000 pound axial load. First Story Wood Floor Installation Standard Installation on Concrete Foundation Garage Installation on Concrete Foundation See Strong-Wall Shearwalls catalog for more information Balloon Framing Installation Two-Story Stacked Installation

15 Wood Strong-Wall Shearwall Page 15 of 24 Table 15.1 Wood Strong-Wall¹ Wall Dimensions (in) Model Number Width Height WFCM Table 3.17A Allowable and 3.17B Shear (lbs) Comparison² (ft) Standard Wood Strong-Wall SW18x8 18 1, SW24x8 24 1, Z\v SW32x8 32 2, SW48x8 48 4, SW18x9 18 1, SW24x9 24 1, Z\v SW32x9 32 2, SW48x9 48 4, SW24x , SW32x Z\v 2, SW48x , Raised Floor Strong-Wall (first floor) SW18x8-RF SW24x8-RF 24 1, Z\v SW32x8-RF 32 1, SW48x8-RF 48 3, SW18x9-RF SW24x9-RF Z\v SW32x9-RF 32 1, SW48x9-RF 48 2, SW24x10-RF SW32x10-RF Z\v 1, SW48x10-RF 48 2, Raised Floor Strong-Wall (second floor) Refer to Strong-Wall Shearwalls Catalog Single Strong-Wall Garage Portal SW16x7x4 16 1, SW22x7x4 22 2, SW16x8x4 16 1, SW22x8x4 22 1, Double Strong-Wall Garage Portal SW16x7x4 16 2, SW22x7x4 22 4, SW16x8x4 16 2, SW22x8x4 22 3, Refer to the current Strong-Wall Shearwalls catalog for concrete anchorage information. 2. When using WFCM Tables 3.17A or 3.17B, the number of feet of required shearwall that can be replaced by a Strong-Wall panel is shown. Standard Strong-Wall Shearwall Raised Floor Strong-Wall Shearwall Garage Portal Strong-Wall: Single Shearwall Raised Floor Strong-Wall on Top of Standard Strong-Wall Shearwall See Strong-Wall Shearwalls catalog for more information Garage Portal Strong-Wall: Single and Double Shearwall

16 Shear Example: Wind Parallel to Ridge Page 16 of 24 Based on the building criteria from page 1, determine the shear forces in the 1st and 2nd story sidewalls. Design the shearwalls in the sidewalls to resist the shear forces. GIVEN: Wind Speed MPH, Exp. B Number of Stories (1-3) Stories Roof Pitch (0:12-12:12)... 6:12 Pitch Mean Roof Height (up to 33 feet) Feet Roof Type (Gable or Hip)... Gable Roof Roof Span (up to 60 feet) Feet Sidewall Length (up to 80 feet) Feet 1st Story Wall Height (8-12 feet)... 9 Feet 2nd Story Wall Height (8-12 feet) Feet F ROOF F FLOOR 36 Endwall ( F ROOF)/2 ( F ROOF + F FLOOR)/2 50 Sidewall SOLUTION: Ceiling/Attic Diaphragm Force, F ROOF (from Table 10.1 on page 10 for 6:12 roof and 9' walls) ,004 x 9/8 = 5,630 Lbs Floor Diaphragm Force, F FLOOR (from Table 10.1 on page 10 for 9' walls)...5,364 x 9/8 = 6,035 Lbs Shear Requirement for Each Second Story Sidewall (F ROOF 2) ,815 Lbs Shear Requirement for Each First Story Sidewall [(F ROOF + F FLOOR ) 2] ,833 Lbs The quantity, size, and location of the shearwalls in a given wall line will be influenced by the size and location of windows and doors. Each shearwall must meet the height to width requirements for wind (Height/Width < 3½) without any wall openings within the shearwall. Generally, the shearwalls within a wall line should be distributed as uniformly as possible and a shearwall should be located at or near each corner. The sum of the individual shearwall capacities in a wall line must equal or exceed the shear forces determined above. Each 2nd story sidewall must resist 2,815 lbs of shear. Using Table 12.1 on page 12, a number of shearwall combinations are possible including 3-48" shearwalls that use the standard 6" O.C. edge nailing. Locate one shearwall near each corner and one in between. Ensure that the holdown on each end of each shearwall does not line up with a wall opening on the first story. Ideally, each 2nd story shearwalls should be directly above a 1st story shearwall. The maximum capacity of these shearwalls is: (1,456 x 3) = 4,368 pounds. In order to achieve the maximum capacity of these shearwalls, the shearwall holdown must resist 3,275 pounds (from Table 12.1). However, the holdown strength that is required to resist the design forces can be reduced by multiplying the tabulated holdown strength by the ratio of the required shear capacity to the maximum shear capacity. This can be done for each shearwall or if all the shearwalls in a wall line are the same size and type, as in this example, the forces for the entire wall line can be used: (3,275) x(2,815/4,368) = 2,110 lbs. From Table 13.1, use a HDU2 (3,075 lbs) to tie each shearwall end post down to the framing below. Shearwall end posts shall be designed to resist 2,110 lbs in compression. Each 1st story sidewall must resist 5,833 lbs of shear. Using Table 12.1 on page 12, a number of shearwall combinations are possible including 4-48" shearwalls that use the standard 6" O.C. edge nailing. Locate one shearwall below each of the three 2nd story shearwalls and another where an uninterrupted 4' wall length is available. The 1st story shearwalls utilize the maximum shearwall capacity of 1,456 lbs and therefore require the tabulated holdown strength of 3,275 lbs. The shearwall posts that are connected to the shearwall post above must be held down to resist the cumulative holdown force of: 2, ,275 = 5,385 lbs. From Table 13.1, use a HDU5 (5,645 lbs) to tie each shearwall end post down to the foundation below. Shearwall end posts shall be designed to resist 5,385 lbs in compression. This example evaluates the forces in the shearwalls only. Additional considerations for wind shear design include: gable endwall bracing to transfer lateral load into the roof diaphragm, roof diaphragm blocking to transfer load from the roof sheathing down to the walls below, shear transfer between diaphragms and shearwalls, collector design, chord design, deflection limits, and diaphragm openings. These and other considerations must be evaluated in accordance with accepted engineering practice.

17 Shear Example: Wind Perpendicular to Ridge Page 17 of 24 Based on the building criteria from page 1, determine the shear forces in the 1st and 2nd story endwalls. Design the shearwalls in the endwalls to resist the shear forces. F ROOF GIVEN: Wind Speed MPH, Exp. B Number of Stories (1-3) Stories Roof Pitch (0:12-12:12)... 6:12 Pitch Mean Roof Height (up to 33 feet) Feet Roof Type (Gable or Hip)...Gable Roof Roof Span (up to 60 feet) Feet Sidewall Length (up to 80 feet)...50 Feet 1st Story Wall Height (8-12 feet)...9 Feet 2nd Story Wall Height (8-12 feet) Feet ( F ROOF)/2 ( F ROOF + F FLOOR)/2 36 Endwall 50 Sidewall F FLOOR SOLUTION: Ceiling/Attic Diaphragm Force, F ROOF (from Table 11.4 on page 11 for 6:12 roof and 9' walls) ,169 Lbs Floor Diaphragm Force, F FLOOR (from Table 11.4 on page 11 for 9' walls)...12,319 Lbs Shear Requirement for Each Second Story Endwall (F ROOF 2)...4,585 Lbs Shear Requirement for Each First Story Endwall [(F ROOF + F FLOOR ) 2]...10,744 Lbs Typically, the wind shearwall design in the endwalls is more difficult than the shearwall design in the sidewalls. The endwalls resist the wind forces that act on the sail area of the larger sidewalls and there is less wall length in the endwall to locate the shearwalls. The quantity, size, and location of the shearwalls in a given wall line will be influenced by the size and location of windows and doors. Each shearwall must meet the height to width requirements for wind (Height/Width < 3½) without any wall openings within the shearwall. Generally, the shearwalls within a wall line should be distributed as uniformly as possible and a shearwall should be located at or near each corner. The sum of the individual shearwall capacities in a wall line must equal or exceed the shear forces determined above. Each 2nd story sidewall must resist 4,585 lbs of shear. Using Table 12.1 on page 12, a number of shearwall combinations are possible including 3-72" shearwalls that use the standard 6" O.C. edge nailing. Locate one shearwall near each corner and one in between. Ensure that the holdown on each end of each shearwall does not line up with a wall opening on the first story. Ideally, each 2nd story shearwalls should be directly above a 1st story shearwall. The maximum capacity of these shearwalls is: (2,184 x 3) = 6,552 lbs. In order to achieve the maximum capacity of these shearwalls, the shearwall holdown must resist 3,275 pounds (from Table 12.1). However, the holdown strength that is required to resist the design forces can be reduced by multiplying the tabulated holdown strength by the ratio of the required shear capacity to the maximum shear capacity. This can be done for each shearwall or if all the shearwalls in a wall line are the same size and type, as in this example, the forces for the entire wall line can be used: (3,275) x (4,585/6,552) = 2,292 lbs. From Table 13.1, use a HDU2 (3,075 lbs) to tie each shearwall end post down to the framing below. Shearwall end posts shall be designed to resist 2,292 lbs in compression. Each 1st story sidewall must resist 10,744 lbs of shear. Using Table 12.1 on page 12, a number of shearwall combinations are possible including 3-72" shearwalls with 3" O.C. edge nailing. Locate one shearwall below each of the three 2nd story shearwalls. The maximum capacity of these shearwalls is: (4,115 x 3) = 12,345 lbs when a holdown strength of 6,175 lbs is used. The required holdown strength is: (6,175) x (10,744/12,345) = 5,375 lbs. The shearwall posts are connected to the shearwall post above and must be held down to resist the cumulative holdown force of: 2, ,375 = 7,667 lbs. From Table 13.1, use a HDU8 (7,870 lbs) to tie each shearwall end post down to the foundation below. Shearwall end posts shall be designed to resist 7,667 lbs in compression. This example evaluates the forces in the shearwalls only. Additional considerations for wind shear design include: gable endwall bracing to transfer lateral load into the roof diaphragm, roof diaphragm blocking to transfer load from the roof sheathing down to the walls below, shear transfer between diaphragms and shearwalls, collector design, chord design, deflection limits, and diaphragm openings. These and other considerations must be evaluated in accordance with accepted engineering practice.

18 Special Connections: Shear Connections Page 18 of 24 Connections from the roof, ceiling or floor diaphragm assemblies to the shearwall segments are required to transfer the shear loads that are parallel to the shearwalls. The magnitude of the shear forces can be determined from the tables on pages 10 and 11. The use of the RBC to transfer the shear forces from the roof diaphragm to the shearwalls below allows the roof ventilation requirements of the code to be met. Shear transfer between floor diaphragms and shearwalls can be done with the connectors shown on this page or nailing shown on page 9. Typical RBC Installation Shear Shear Table 18.1: Shear Connectors Model No. Fasteners Allowable Loads (160%) DF/SP SPF/HF RBC 12-10dx1Z\x LTP4 12-8dx1Z\x LTP5 14-8dx1Z\x HGA10 8-SDS screws Shear Typical RBC Installation LTP5 Installed over Plywood Sheathing (LTP4 similar) HGA10 Installation to Double Top Plates Shear Example: Based on the building criteria from page 1, determine the connection requirements to transfer shear load from the 2nd story endwall to the 1st story endwall. The shear forces that must be transferred were determined in the example on page 17. There are two connections that must be addressed: 1) the connection from the bottom of the 2nd story wall to the floor system (rim board) and 2) the connection of the floor system to the top of the 1st story wall. The force from the bottom of the 2nd story wall to the floor system is 4,585 lbs. Dividing this force by the length of the endwall (36') results in 127 pounds per linear foot of wall that must be transferred. Special connections: gable endwall 2-10d nails from strut to truss/joist strut 8-10d nails from strut to blocking CS d nails into stud and blocking The LTP5 is rated for 630 lbs. in shear. 630 lbs. divided by 127 lbs. per foot = 5' O.C. spacing of the LTP5 connecting the 2nd story wall bottom plate to the rim board. The force that is applied to the top of each first story endwall is 10,744 lbs. Dividing this force by the length of the endwall (36') results in 298 pounds per linear foot of wall that must be transferred. The LTP5 is rated for 630 lbs. in shear. 630 lbs. divided by 298 lbs. per foot = 2.1'. Round down to 2' foot O.C. spacing of the LTP5 connecting the rim board to the 1st story wall top plates. Platform framing the gable endwall creates a hinge between the top story wall framing and the gable framing. The hinge is susceptible to failure due to positive wind pressure acting to push this hinge inward as well as negative wind pressure acting to pull the hinge outward. The WFCM requires blocking perpendicular to the gable endwall to resist the positive pressure and strapping connecting the wall studs to the blocking to resist the negative pressure. For roof spans up to 36', the WFCM allows the gable endwall strap/blocking detail shown here to be spaced at 6 O.C.. For longer spans, the strap and blocking should be spaced to resist the positive and negative lateral pressures on the gable endwall from WFCM table 2.6.

19 Foundation anchorage Page 19 of 24 The forces at the bottom of the ground story are determined using pages 2-3 (uplift), 8 (lateral), and (shear). These forces are different for each wall line, therefore, more efficient designs may result from evaluating each wall line independently. Allowable loads for cast-in headed anchors, connectors, and the post-installed Titen HD anchor are provided in Table Consideration must be given to loads acting simultaneously (see simultaneous loading information on page 6). When sill plate anchors or connectors are not relied upon to transfer uplift forces, such as when the FSC or a holdown is used to transfer uplift, uplift forces may be disregarded in sill anchorage evaluation. A spacing adjustment factor is provided in table 19.1 to allow for alternate anchorage when the spacing of headed bolts has been determined or is already known. Multiply the known spacing by the spacing adjustment factor to determine spacing of alternate connection. Table 19.1: Foundation Anchors (lbs) Allowable Loads (160%) Spacing Factor Anchor Type To Replace Z\x" Dia. To Replace B\," Dia. Shear Lateral Uplift 3 Headed Bolts Headed Bolts Z\x" Headed Bolt B\," Headed Bolt Z\x" THD B\," THD MASZ LMA4Z LMA6Z Allowable loads based on a 2x6 Southern Pine sill. 2. Concrete shall have a minimum f'c = 2,500 psi inch square washer required on sill anchor bolts that resist uplift forces. 4. Minimum embedment of Titen HD anchor into concrete is 3B\," for Z\x" THD and 4Z\," for B\," THD. MAS BEARING PLATES REQUIRED FOR UPLIFT (MODEL LBPS½Z OR LBPS⁵ ₈Z) TITEN HD Anchor Example: From pages 2 (Table 2.3 for uplift), 8 (Table 8.1 for Lateral), 16 (Example for shear on sidewalls), and 17 (Example for shear on endwalls), the unit forces at the foundation based on the building criteria on page 1 are tabulated below: Sidewall Endwall Uplift Lateral Shear Uplift Lateral Shear 244 plf ( )/2 = 145 plf 5833 lbs./50 ft. = 117 plf ( )/2 = 145 plf 10,744 lbs./36 ft. = 298 plf Dividing the MASZ allowable loads by the unit design loads and converting to inches results in the following spacing requirements: Sidewall Endwall Uplift Lateral Shear Uplift Lateral Shear 1005 lbs./244plf = 49 in. O.C. 575lbs./145plf = 48 in. O.C. 815 lbs./117 plf = 84 in. O.C. 575 lbs./145 plf = 48 in. O.C. 815 lbs./298 plf = 33 in. O.C. The worst case combination of simultaneous loading on the sidewall is uplift and lateral (refer to page 6 for additional information on simultaneous loading). The respective spacing requirements are 1 connector per 49 in. and 1 per 48 in. The spacing to resist both forces simultaneously is 1/49 + 1/48 = 1/24: Use one MASZ every 24 in. O.C. in each sidewall. Note this method of calculations does satisfy the unity equation previously discussed. The worst case loading on the endwall results in the MASZ spaced at 33 in. O.C. in each endwall. roof girder Tie Down Roof girder beams and trusses typically have higher uplift forces than common roof framing members. Large concentrated uplift loads must be transferred through a continuous load path to the foundation. For connector options to resist these higher loads, refer to our current High Wind catalog. Typical VGT Double Installation with HDU4 s

20 High Wind Design Worksheet for Uplift and Shear Page 20 of 24 Building Parameters: Basic Wind Speed... Wind Exposure Category... Roof Span (Width)... Sidewall Length... First Story Wall Height... Second Story Wall Height... Roof Pitch... Mean Roof Height... Rafter/Truss Spacing... Stud Spacing... Rake Overhang Length... Rake Outlooker Spacing... MRH WIND PARALLEL TO RIDGE ENDWALL W SIDEWALL L WIND PERPENDICULAR TO RIDGE MRH = Mean Roof Height, Distance from average grade to average roof elevation. L = Length of building parallel to ridge. W = Width of building perpendicular to ridge, a.k.a. Roof Span. Uplift Loads: Rafter Uplift from Table 2.1 or Uplift in Each Top Story Wall Stud from Table 2.1 or Uplift at Each End of a ft (length) Header in Top Story Wall (12" O.C. spacing value from Table 2.1 or 3.1 multiplied by ½ of the header length)... Uplift in Each Top Story Wall Stud to Framing (or Foundation) Below from Table 2.2 or Uplift at Each End of a ft (length) Header in 1st Story Wall of 2-Story Structure (12" O.C. spacing value from Table 2.2 or 3.2 multiplied by ½ of the header length)... Uplift in Each 1st Story Wall Stud of 2-Story Structure to Foundation from Table 2.3 or Uplift at Outlooker to Wall Below from Table Roof Sheathing Fastening in Zone 1 from Table Roof Sheathing Fastening in Zone 2 from Table Roof Sheathing Fastening in Zone 3 from Table Wind Parallel to the Ridge: Shear Force at Roof System, F ROOF from Table Shear Force Applied to the Top of Each (Front & Back) Top Story Sidewall ( F ROOF/2)... Shear Force at 2nd Story Floor System, F FLOOR from Table Shear Force Applied to the Top of Each (Front & Back) Sidewall in 1st Story of 2-Story [( F ROOF + F FLOOR)/2]... Wind Perpendicular to the Ridge: F F ROOF FLOOR Roof Span F ROOF)/2 F ROOF + F FLOOR)/2 Sidewall Length Shear Force at Roof System, F ROOF from Tables on page Shear Force Applied to the Top of Each (Left & Right) Top Story Endwall ( F ROOF/2)... F ROOF Shear Force at 2nd Story Floor System, F FLOOR from Tables on page Shear Force Applied to the Top of Each (Left & Right) Endwall in 1st Story of 2-Story [( F ROOF + F FLOOR)/2]... ( F ROOF)/2 ( F ROOF + F FLOOR)/2 Sidewall Length F FLOOR Roof Span

21 High Wind Design Worksheet for Uplift and Shear Page 21 of 24 Building Parameters: Basic Wind Speed... Wind Exposure Category... Roof Span (Width)... Sidewall Length... First Story Wall Height... Second Story Wall Height... Roof Pitch... Mean Roof Height... Rafter/Truss Spacing... Stud Spacing... Rake Overhang Length... Rake Outlooker Spacing... MRH WIND PARALLEL TO RIDGE ENDWALL W SIDEWALL L WIND PERPENDICULAR TO RIDGE MRH = Mean Roof Height, Distance from average grade to average roof elevation. L = Length of building parallel to ridge. W = Width of building perpendicular to ridge, a.k.a. Roof Span. Uplift Loads: Rafter Uplift from Table 2.1 or Uplift in Each Top Story Wall Stud from Table 2.1 or Uplift at Each End of a ft (length) Header in Top Story Wall (12" O.C. spacing value from Table 2.1 or 3.1 multiplied by ½ of the header length)... Uplift in Each Top Story Wall Stud to Framing (or Foundation) Below from Table 2.2 or Uplift at Each End of a ft (length) Header in 1st Story Wall of 2-Story Structure (12" O.C. spacing value from Table 2.2 or 3.2 multiplied by ½ of the header length)... Uplift in Each 1st Story Wall Stud of 2-Story Structure to Foundation from Table 2.3 or Uplift at Outlooker to Wall Below from Table Roof Sheathing Fastening in Zone 1 from Table Roof Sheathing Fastening in Zone 2 from Table Roof Sheathing Fastening in Zone 3 from Table Wind Parallel to the Ridge: Shear Force at Roof System, F ROOF from Table Shear Force Applied to the Top of Each (Front & Back) Top Story Sidewall ( F ROOF/2)... Shear Force at 2nd Story Floor System, F FLOOR from Table Shear Force Applied to the Top of Each (Front & Back) Sidewall in 1st Story of 2-Story [( F ROOF + F FLOOR)/2]... Wind Perpendicular to the Ridge: F F ROOF FLOOR Roof Span F ROOF)/2 F ROOF + F FLOOR)/2 Sidewall Length Shear Force at Roof System, F ROOF from Tables on page Shear Force Applied to the Top of Each (Left & Right) Top Story Endwall ( F ROOF/2)... F ROOF Shear Force at 2nd Story Floor System, F FLOOR from Tables on page Shear Force Applied to the Top of Each (Left & Right) Endwall in 1st Story of 2-Story [( F ROOF + F FLOOR)/2]... ( F ROOF)/2 ( F ROOF + F FLOOR)/2 Sidewall Length F FLOOR Roof Span

22 High Wind Design Worksheet for Uplift and Shear Page 22 of 24 Building Parameters: Basic Wind Speed... Wind Exposure Category... Roof Span (Width)... Sidewall Length... First Story Wall Height... Second Story Wall Height... Roof Pitch... Mean Roof Height... Rafter/Truss Spacing... Stud Spacing... Rake Overhang Length... Rake Outlooker Spacing... MRH WIND PARALLEL TO RIDGE ENDWALL W SIDEWALL L WIND PERPENDICULAR TO RIDGE MRH = Mean Roof Height, Distance from average grade to average roof elevation. L = Length of building parallel to ridge. W = Width of building perpendicular to ridge, a.k.a. Roof Span. Uplift Loads: Rafter Uplift from Table 2.1 or Uplift in Each Top Story Wall Stud from Table 2.1 or Uplift at Each End of a ft (length) Header in Top Story Wall (12" O.C. spacing value from Table 2.1 or 3.1 multiplied by ½ of the header length)... Uplift in Each Top Story Wall Stud to Framing (or Foundation) Below from Table 2.2 or Uplift at Each End of a ft (length) Header in 1st Story Wall of 2-Story Structure (12" O.C. spacing value from Table 2.2 or 3.2 multiplied by ½ of the header length)... Uplift in Each 1st Story Wall Stud of 2-Story Structure to Foundation from Table 2.3 or Uplift at Outlooker to Wall Below from Table Roof Sheathing Fastening in Zone 1 from Table Roof Sheathing Fastening in Zone 2 from Table Roof Sheathing Fastening in Zone 3 from Table Wind Parallel to the Ridge: Shear Force at Roof System, F ROOF from Table Shear Force Applied to the Top of Each (Front & Back) Top Story Sidewall ( F ROOF/2)... Shear Force at 2nd Story Floor System, F FLOOR from Table Shear Force Applied to the Top of Each (Front & Back) Sidewall in 1st Story of 2-Story [( F ROOF + F FLOOR)/2]... Wind Perpendicular to the Ridge: F F ROOF FLOOR Roof Span F ROOF)/2 F ROOF + F FLOOR)/2 Sidewall Length Shear Force at Roof System, F ROOF from Tables on page Shear Force Applied to the Top of Each (Left & Right) Top Story Endwall ( F ROOF/2)... F ROOF Shear Force at 2nd Story Floor System, F FLOOR from Tables on page Shear Force Applied to the Top of Each (Left & Right) Endwall in 1st Story of 2-Story [( F ROOF + F FLOOR)/2]... ( F ROOF)/2 ( F ROOF + F FLOOR)/2 Sidewall Length F FLOOR Roof Span

23 High Wind Design Worksheet for Uplift and Shear Page 23 of 24 Building Parameters: Basic Wind Speed... Wind Exposure Category... Roof Span (Width)... Sidewall Length... First Story Wall Height... Second Story Wall Height... Roof Pitch... Mean Roof Height... Rafter/Truss Spacing... Stud Spacing... Rake Overhang Length... Rake Outlooker Spacing... MRH WIND PARALLEL TO RIDGE ENDWALL W SIDEWALL L WIND PERPENDICULAR TO RIDGE MRH = Mean Roof Height, Distance from average grade to average roof elevation. L = Length of building parallel to ridge. W = Width of building perpendicular to ridge, a.k.a. Roof Span. Uplift Loads: Rafter Uplift from Table 2.1 or Uplift in Each Top Story Wall Stud from Table 2.1 or Uplift at Each End of a ft (length) Header in Top Story Wall (12" O.C. spacing value from Table 2.1 or 3.1 multiplied by ½ of the header length)... Uplift in Each Top Story Wall Stud to Framing (or Foundation) Below from Table 2.2 or Uplift at Each End of a ft (length) Header in 1st Story Wall of 2-Story Structure (12" O.C. spacing value from Table 2.2 or 3.2 multiplied by ½ of the header length)... Uplift in Each 1st Story Wall Stud of 2-Story Structure to Foundation from Table 2.3 or Uplift at Outlooker to Wall Below from Table Roof Sheathing Fastening in Zone 1 from Table Roof Sheathing Fastening in Zone 2 from Table Roof Sheathing Fastening in Zone 3 from Table Wind Parallel to the Ridge: Shear Force at Roof System, F ROOF from Table Shear Force Applied to the Top of Each (Front & Back) Top Story Sidewall ( F ROOF/2)... Shear Force at 2nd Story Floor System, F FLOOR from Table Shear Force Applied to the Top of Each (Front & Back) Sidewall in 1st Story of 2-Story [( F ROOF + F FLOOR)/2]... Wind Perpendicular to the Ridge: F F ROOF FLOOR Roof Span F ROOF)/2 F ROOF + F FLOOR)/2 Sidewall Length Shear Force at Roof System, F ROOF from Tables on page Shear Force Applied to the Top of Each (Left & Right) Top Story Endwall ( F ROOF/2)... F ROOF Shear Force at 2nd Story Floor System, F FLOOR from Tables on page Shear Force Applied to the Top of Each (Left & Right) Endwall in 1st Story of 2-Story [( F ROOF + F FLOOR)/2]... ( F ROOF)/2 ( F ROOF + F FLOOR)/2 Sidewall Length F FLOOR Roof Span

24 TECHNICAL PUBLICATIONS Page 24 of 24 Wood Construction Connectors Includes specifications and installation instructions on wood-to-wood and woodto-concrete structural connectors. Includes load tables and material specifications. Anchoring and Fastening Systems for Concrete and Masonry* Includes application information, specifications and load values for adhesive and mechanical anchors, P.A.T. and carbide drill bits. *Available in English and Spanish versions. Anchor Tiedown Systems This system is designed to provide the over-turning holdown capacity for multi-story commercial buildings. This holdown application is easy to specify, install and inspect. Strong-Wall Shearwalls All the information on our Strong-Wall shearwalls is now in one easy to use catalog: technical data, installation information, structural details and more. The catalog also features new solutions for two-story and balloon frame applications as well as an extensive section on braced frame requirements under the various building codes. Cold-Formed Steel Connectors Catalog 30 products have been developed and tested using screw fasteners to obtain actual load values. Includes installation requirements and illustrations. Deck Framing Connection Guide Developed for deck building professionals and general contractors to help explain products and techniques used in designing and constructing residential decks. Simpson Strong-Tie Anchor Systems for Simpson Strong-Tie Connectors Catalog Simpson Anchor Systems specifications with our connector line. Should be used in conjunction with the current connector and anchor systems catalogs. High Wind Framing Connection Guide Developed for designers and engineers as a companion to the AF and PA Wood Frame Construction Manual. Simpson Strong-Tie CD-ROM Our CD-ROM features our latest catalogs, fliers, technical bulletins, code reports, product list prices, UPC information, and the Simpson Connector Selector program. It also includes the Drawing Library. In addition to the publications shown above, Simpson Strong-Tie maintains an extensive library of literature, providing information on a wide variety of subjects. You can access the library by visiting or you can call and have publications mailed to you. We post our catalogs on Please visit our site, and sign up for any information updates. Allowable loads in this catalog are for the described specific applications of properlyinstalled products. Product modifications, improper loading or installation procedures, or deviations from recommended applications will affect connector allowable load-carrying capacities. SOFTWARE Simpson Strong-Tie offers three software programs to simplify product selection and specification. Each of these programs is available on CD ROM or for free download at Connector Selector The Connector Selector finds the products that are appropriate for your connection and sorts them by lowest installed cost. Solutions are available for a wide variety of applications using solid sawn lumber, engineered wood and structural composite lumber, glulam beams and wood trusses. Available in U.S. (Allowable Stress Design) and Canadian (Limit States Design) versions. Strong-Wall Selector The Strong-Wall Selector helps specifiers choose a lateral force resisting system using Wood or Steel Strong-Wall Shearwalls. Optimized or Manual input provides the most cost effective solution or allows designers to choose and check whether any type and number of walls satisfy the shear load requirements. ATS Selector The ATS Selector recommends the correct ATS system components based upon load requirements and building code options input by the designer. It can also recommend the corresponding compression post designs. Resulting calculations can be printed and AutoCAD drawings can be inserted into plans. For assistance specifying post-installed anchors for concrete and masonry, visit to download the Anchor Designer software. Two versions are available for allowable stress design and ultimate strength design, including cracked concrete. This technical bulletin is effective until January 31, 2011, and reflects information available as of September 1, This information is updated periodically and should not be relied upon after January 31, 2011; contact Simpson Strong-Tie for current information and limited warranty or see Simpson Strong-Tie Company Inc. P.O. Box 10789, Pleasanton, CA T-01WFCM08 9/08 exp. 6/30/