T-01WFCM08

TECHNICAL BULLETIN

Page 1 of 24

800-999-5099www.strongtie.com

© 2008 Simpson Strong-Tie Company Inc.

Printed in the U.S.A.

T-01WFCM08 9/08 exp. 1/11

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 R301.1.1 as an alternative design standard and section R301.2.1.1 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).

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 1.1.3 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.

W L

MRH

WIND PARALLEL

TO RIDGE

WINDPERPENDICULARTO RIDGE

SIDEWALLENDWALL

Table of ConTenTsUplift Loads . . . . . . . . . . . . . . 2–3Uplift Connections . . . . . . . . 4–7Lateral Loads. . . . . . . . . . . . . . . 8Lateral Connections . . . . . . . . . 9Shear Loads . . . . . . . . . . . 10–11Shearwall Design . . . . . . . 12–15Shear Design Example . . . 16–17Special Connections . . . . . . . . 18Foundation Anchorage . . . . . . 19Wind Design Worksheets . 20–23

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-StoryHome•120mph,ExposureB•RoofSpan(W)=36'•MeanRoofHeight=33'•2'RafterOverhang•24"O.C.RoofFraming•6:12PitchGableRoof•DFFramingSpecies•SidewallLength(L)=50'•9'StoryHeight•2'RakeOverhang•16"O.C.StudSpacing

This document is organized into 3 sections that correspond to the wind forces included in the WFCM

Wall and roof framing members are loaded in the direction of the wind and must be connected to supporting elements

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

Walls parallel to the direction of the wind must be designed to resist shear.

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

Uplift Lateral Shear

MRH = MeanRoofHeight,Distancefromaverage grade to average roof elevation.

L = Lengthofbuildingparalleltoridge.

W = Widthofbuildingperpendiculartoridge, a.k.a. Roof Span.

COMPANION FOR THE 2001 AF&PA WooD-fRaMe ConsTRUCTIon ManUal FOR WIND DESIGN

The expiration date of this document has been extended until 6/30/12.

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TECHNICAL BULLETIN

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 togethercanresisttheupliftforcesactingontheroof.Often,thisconnection 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.

1. Tabulatedupliftbasedon15psforgreaterroof/ceilingassemblydeadload(Uplift=winduplift-0.6x15),andamaximumroofoverhangof2feet.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.

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

Roof Span (ft)

Basic Wind Speed (mph)90 100 110 120 130

12"O.C.

12 2 33 67 105 14724 33 85 142 204 27236 66 138 217 304 39948 99 191 293 404 52660 132 244 369 505 653

16"O.C.

12 3 44 89 140 19624 44 113 189 272 36336 88 184 289 405 53248 132 255 391 539 70160 176 325 492 673 871

24"O.C.

12 4 66 134 210 29424 66 170 284 408 54436 132 276 434 608 79848 198 382 586 808 1,05260 264 488 738 1,010 1,306

Table 2.3: 1st Story Wall Framing to Foundation Uplift in a 2-Story Structure (lbs)Member Spacing

Roof Span (ft)


12"O.C.

12 — — 7 45 8724 — 25 82 144 21236 6 78 157 244 33948 39 131 233 344 46660 72 184 309 445 593

16"O.C.

12 — — 9 60 11624 — 33 109 192 28336 8 104 209 325 45248 52 175 311 459 62160 96 245 412 593 791

24"O.C.

12 — — 14 90 17424 — 50 164 288 42436 12 156 314 488 67848 78 262 466 688 93260 144 368 618 890 1,186

Table 2.1: Roof-to-Wall Uplift and Uplift in Top-Story Wall Framing (lbs)Member Spacing

Roof Span (ft)


12"O.C.

12 62 93 127 165 20724 93 145 202 264 33236 126 198 277 364 45948 159 251 353 464 58660 192 304 429 565 713

16"O.C.

12 83 124 169 220 27624 124 193 269 352 44336 168 264 369 485 61248 212 335 471 619 78160 256 405 572 753 951

24"O.C.

12 124 186 254 330 41424 186 290 404 528 66436 252 396 554 728 91848 318 502 706 928 1,17260 384 608 858 1,130 1,426

Table 2.2A

Based on the

Table 2.1 or 3.1 for uplift loads in this region

Table 2.1 or 3.1 for uplift loads in this region

Table 2.3 or 3.3

Table 2.2 or 3.2

Table 2.2 or 3.2

2-Story Structure Single-Story Structure

UPLIFT LOADS, EXPOSURE b

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TECHNICAL BULLETIN

Page 3 of 24

Outlooker Uplift Connection

Required Blocking

Rafter or Truss

Gable End Wall

Rake Overhang(not to exceedL/2 or 24")

L

Outlooker, 2 x 4 minimum

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.

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.”

TheWFCMrequiresrakeoverhangsgreaterthan12"tohave outlooker framing connected to the gable end wall in accordance with WFCM Table 2.2C.

1. Tabulated uplift based on 15 psf or greater roof/ceiling assembly dead load(Uplift=winduplift-0.6x15),andamaximumroofoverhangof2feet.

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.

Table 3.3: 1st Story Wall Framing to Foundation Uplift in a 2-Story Structure (lbs)

Member Spacing

Roof Span (ft)


12"O.C.

12 — 37 85 137 19624 58 131 210 296 39136 125 225 335 456 58848 192 320 462 616 78660 259 415 589 778 983

16"O.C.

12 — 50 113 183 26124 78 174 280 395 52136 167 301 447 608 78448 256 427 616 822 1,04860 346 553 785 1,037 1,311

24"O.C.

12 — 75 169 275 39224 117 261 420 592 78136 251 451 670 912 1,17648 385 640 924 1,232 1,57260 518 830 1,177 1,555 1,967

Table 3.1: Roof-to-Wall Uplift and Uplift in Top-Story Wall Framing (lbs) Member Spacing

Roof Span (ft)


12"O.C.

12 114 157 205 257 31624 178 251 330 416 51136 245 345 455 576 70848 312 440 582 736 90660 379 535 709 898 1,103

16"O.C.

12 152 210 273 343 42124 238 334 440 555 68136 327 461 607 768 94448 416 587 776 982 1,20860 506 713 945 1,197 1,471

24"O.C.

12 229 315 409 515 63224 357 501 660 832 1,02136 491 691 910 1,152 1,41648 625 880 1,164 1,472 1,81260 758 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 Spacing

Roof Span (ft)


12"O.C.

12 54 97 145 197 25624 118 191 270 356 45136 185 285 395 516 64848 252 380 522 676 84660 319 475 649 838 1,043

16"O.C.

12 72 130 193 263 34124 158 254 360 475 60136 247 381 527 688 86448 336 507 696 902 1,12860 426 633 865 1,117 1,391

24"O.C.

12 109 195 289 395 51224 237 381 540 712 90136 371 571 790 1,032 1,29648 505 760 1,044 1,352 1,69260 638 950 1,297 1,675 2,087

1. Tabulated values are for Exposure B. Multiply tabulated values by 1.39 for Exposure C.

Table 3.4: Outlooker Uplift Connections (lbs)Outlooker Spacing

Rake Overhang (in)


16"O.C. 12 157 194 235 279 327 24 279 344 417 496 582

24"O.C. 12 235 291 352 419 491 24 418 517 625 744 873

Table 2.2A

Based on the

UPLIFT LOADS: RAKE OVERHANG

Table 2.2C

Based on the

UPLIFT LOADS, EXPOSURE C

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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 2.1ateachendofthe24"O.C.rafter/trussis728lbs.SeveralconnectorscanbeusedincludingtheH8(745lbs).

TheupliftfromTable2.1ateach16"O.C.studlocatedinthetopstory is 485 lbs. In this example, the same connector that was used fortherafter/truss,H8,canalsobeusedtoconnecttheplatestoeach 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.

Model No.Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads WFCM

Table 3.4B Comparison¹Rafter/Truss DBL

Top Plates Stud Uplift (160%)

Shear (160%)

Lateral (160%)

Uplift (160%)

Shear (160%)

Lateral (160%)

H2.5T 5-8dx1½ 5-8dx1½ — 425 135 145 425 135 145 3H2.5A 5-8dx1½ 5-8dx1½ — 480 110 110 480 110 110 4H2A 5-8dx1½ 2-8dx1½ 5-8dx1½ 575 130 55 495 130 55 4H8 5-10dx1½ 5-10dx1½ — 745 75 — 565 75 — 4

(2)H2.5A 10-8dx1½ 10-8dx1½ — 960 220 220 960 220 220 8H10 8-8dx1½ 8-8dx1½ — 990 585 275 850 505 235 7

H10A3 9-10dx1½ 9-10dx1½ — 1140 590 285 1015 505 285 8MTS12 7-10dx1½ 7-10dx1½ — 1000 — — 860 — — 7H10S2 8-8dx1½ 8-8dx1½ 8-8d 1010 545 215 870 470 185 7H143 12-8dx1½ 13-8d — 1350 515 265 1050 480 245 8

Table 4.1: Rafter/Truss to Wall Connectors

1. 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.H10Scanhavethestudoffsetamaximumof1"fromrafter(center to center) for a reduced uplift of 890 lbs. (DF/SP), and 765 lbs. (SPF).3. SouthernPineallowableupliftloadsforH10A=1340lbs.andforH14=1465.

1. 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.

Table 4.2: Top Plate to Stud Connectors

Model No. Fasteners Allowable Uplift Loads (160%)

WFCM Table 3.4B

Comparison¹Double Top Plate Stud DF/SP SPF/HFSSP 3-10d 4-10d 435 435 3H8 5-10dx1½ 5-10dx1½ 745 565 4

H2.5A 5-8d 5-8d 600 535 4DSP2 6-10d 8-10d 825 825 6

MTS12 7-10dx1½ 7-10dx1½ 1000 860 7CS203 — 8-10dx1½ 1030 1030 8

(2)H2.5A 10-8d 10-8d 1200 1070 8

H10A (H10,H14Similar)

H8(H2.5T,H2.5A,MTS12 Similar)

SSP (DSP Similar

for Double Studs)

H8MTS12

Min 1 " end distance to top of stud

(4) 10dx1 " nails each side of stud

UPLIFT CONNECTORS: ROOF-TO-WALL

H2A

H10S

CS20

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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 offsetbyasmuchas6".

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(connectionsshouldnotexceed4'O.C.),howevertheconnection 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 storysidewallsis405lbsper16"O.C.studor810lbsevery2ndstud (405 x 2) or 1215 lbs every 3rd stud (405 x 3).

If the studs line up then:

•CS20with4-8dnails(610lbs)canbeusedoneverystud•CS20with6-8dnails(910lbs)canbeusedonevery2ndstud•CS18with11-8dnails(1370lbs)canbeusedonevery3rdstud•FSC(1830)canbeusedonevery3rdstud

If the studs do not line up then:

•MTS16(1000lbs)canbeusedonevery2ndstud•FSC(1830)canbeusedonevery3rdstud(upto6"studoffset)

The uplift from Table 2.3 that must be transferred from the 1st storytothefoundationis325lbsper16"O.C.stud.AnMTS16can 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 inTable2.3for12"O.C.framing(lbsperfoot).Choosing to use a DSPZ, the spacing needed is: (660lbs)/(244lbsperfoot)=2.7'O.C.or32"O.C.

Model No.Fasteners Allowable Uplift (160%) WFCM

Table 3.4B Comparison¹Rim Board Sill Plate DF/SP SPF/HF

DSPZ 8-10dx1½ 2-10dx1½ 660 545 4SSPZ 4-10dx1½ 1-10dx1½ 420 325 2

Table 5.2: Rim Board to Sill Connectors

1. When using WFCM Table 3.4B, the number of nails in a 20 gage strap that can be replaced by the connector is shown.

CS StrapFSC

MTS

SSPZ

DSPZ

CS-Strap

Clear span

Cut length

MTS

2 HDU withthreaded rod

FSC1. 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 load3.HDUholdownsmustfastentoaminimumdouble2xstuddesignedtoactasone

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) + 5.5.StraightstrapsmaybeinstalledoverOSB/plywoodsheathing(7/8"max)withno

load reduction when using the nails specified in this table.6. See page 13 for anchorage into the foundation.

Model No.Fastener into

each Stud or Rim

Allowable Uplift (160%) WFCM Table 3.4B

Comparison¹DF/SP SPF/HFCS20 4-8d 590 515 4CS20 6-8d 885 775 6CS20 8-8d 1030 1030 8CS18 11-8d 1370 1370 9CS16 13-8d 1705 1705 12

MTS16² 7-10dx1½ 1000 860 7FSC 6 15-10dx1½ 1830 1570 12

HDU2-SDS2.53, 6 6-SDS 3075 2215 —HDU4-SDS2.53, 6 10-SDS 4565 3285 —

Table 5.1: Stud to Stud/Rim Connectors

UPLIFT CONNECTORS: WALL-TO-WALL, WALL-TO-FLOOR

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TECHNICAL BULLETIN

Page 6 of 24

Example:Based on the building criteria from page 1, determine the uplifts at eachendofa5'headeronthe2ndstoryanda10'headeronthefirst story.

•TheupliftfromTable2.1for12"O.C.spacingis364poundsperfoot. (364)x(5/2)=910 lbsateachendofthe5'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.

•TheupliftfromTable2.2for12"O.C.spacingis304poundsperfoot. (304)x(10/2)=1520 lbsateachendofthe10'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.

Openingsforwindowsanddoorsbreakthecontinuityofwallstudsand 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 upliftfor12"O.C.framingfoundonpages2or3by1/2oftheheaderlength (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 bottomsofthejackstudstoframingbelow.Highupliftsmayrequirea FSC or a holdown at the foundation (see page 5).

FSC

TITEN HD®

Rod Coupler(see page 13)

Jack and king studs fastened

together to transfer

uplift forces

CS20

SSP

MTS16

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 2.5-1 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.

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.

SIMULTANEOUS LOADING

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

UPLIFT CONNECTORS: HEADERS

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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'sframerstypicallyusepneumaticfasteners(gunnails)

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.

Example:Basedonthebuildingcriteriafrompage1,a=36'/10=3.6'andtheupliftfromTable7.1inZone2is51.4psf.Usinga0.131"x2.375"nail(62lbs.allowablewithdrawalfromTable7.2)resultsinafastener spacing of:

(62lbs.pernail)/(51.4psfx2'O.C.roofframing)x(12in /ft.)=7.2"O.C.

With a maximum allowable edge:field fastening pattern of 6:12, the roofsheathingfasteningpatterns(roundingto12",6",4"spacings)are:Zone1:6:12,Zone2:6:6,Zone3:4:4,Overhangs:4:4.Alternatively, use Quik Drive WSNTL212S at Zone1/2:6:12,Zone3/Overhang:6:6.

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.

Roof Framing Spacing Roof Zone Maximum On Center Fastener Spacing (in)

Exposure B Exposure CBasic Wind Speed (mph) 90 100 110 120 130 90 100 110 120 130

8d Common (0.131" x 2.5") or Pneumatic nail (0.131" x 2.375" min.)5

16in.O.C.

1 12 122 12 11 9 12 11 9 8 73 12 10 8 7 11 9 7 6 5

Overhang 12 10 8 7 6 9 7 6 5 4

24in.O.C.

1 12 12 10 92 12 10 9 7 6 9 7 6 5 43 10 8 7 6 5 7 6 5 4 3

Overhang 8 6 5 4 4 6 5 4 3 3Quik Drive WSNTL212S (#8x2.50")6

16in.O.C.

1 12 1223 12 12 11 9

Overhang 12 10 12 11 9 8

24in.O.C.

1 12 122 12 11 12 11 10 83 12 10 9 12 11 9 7 6

Overhang 12 10 8 7 10 8 7 6 5

Table 7.2: Roof Sheathing Fastening

Quik Drive® WSNTL212S Screw

Table 7.1: Wind Suction PressuresWind Suction Pressures (pounds per square foot)

Wind Speed (mph) 90 100 110 120 130Zone 1 15.0 18.5 22.4 26.6 31.2Zone 2 28.9 35.7 43.2 51.4 60.4Zone 3 37.8 46.7 56.5 67.2 78.9

Zone3Overhang 47.0 58.0 70.1 83.5 98.01. Based on exposure B, multiply by 1.39 for exposure C

a = 10

smaller of W or L, but not less than 3 feet

LW

Zone 1

Zone 3

a

aZone 1

a

Zone 3

Zone 2Zone 2

Table 2.4

Based on the

UPLIFT FASTENERS: ROOF SHEATHING

1.Basedonwoodstructuralpanelroofsheathing7/16"to1/2"inthickness.2. Based on SPF or better roof framing (specific gravity ≥ 0.42).3.Edgefasteningspacingnottoexceed6"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.

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Page 8 of 24

Stud Example:Based on the building criteria from page 1, determine the lateral load at the top and bottom of a common stud.

•ThelateralloadfromTable8.1for16"O.C.spacingis176poundsforan8'wallheightand209poundsfora10'height.(176+209)/(2)=193lbsateachendofa9'stud.FromTable9.2each16dcommonend-nail has a capacity of 148 lbs. Use (2) 16d common nails into the end of each stud.

Joist Example:Determinethelateralloadateachendoffloorjoistsspacedat16"O.C.andblockingperpendiculartothejoistsspacedat4'O.C.

•Thelateralloadfromthestudshasbeenconnectedtothewallplates,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 each16"O.C.stud.FromTable9.2,each8dcommontoe-nailhasacapacity of 121 lbs. Use at least (2) 8d common nails toe-nailed into each joist/top plate.

•Becausethespacingofthe4'O.C.blockingis3timesthatofthe16"O.C.joists,thelateralloadattheblockingis3timesthelateralloadateachjoist.(193)x(3)=579lbsateachblock.Frompage9,Table9.1, use (2) A34 framing angles.

Rafter Example:Determinethelateralloadatthe24"O.C.raftertowallconnection.

•ThelateralloadfromTable8.1for24"O.C.spacingis264poundsforan8'wallheightand314poundsfora10'height.(264+314)/(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::Determinethelateralloadateachendoftheheaderandsillofa6'window opening.

•ThelateralloadfromTable8.2is471lbsateachendoftheheaderand 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.

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.

1. 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 1.1.3.1(d) for maximum story heights.

Table 8.1: Lateral Load at Stud-to-Plate, Plate-to-Roof, Plate-to-Floor (lbs)

O.C. Spacing

Wall Height

(ft)

Basic Wind Speed (mph)

90 100 110 120 130

12

8 74 92 111 132 15510 89 109 132 157 18512 102 126 152 181 21314 115 142 171 204 23916 127 157 190 226 26518 139 171 207 247 29020 150 185 224 267 313

16

8 99 123 148 176 20710 119 145 176 209 24712 136 168 203 241 28414 153 189 228 272 31916 169 209 253 301 35318 185 228 276 329 38720 200 247 299 356 417

24

8 148 184 222 264 31010 178 218 264 314 37012 204 252 304 362 42614 230 284 342 408 47816 254 314 380 452 53018 278 342 414 494 58020 300 370 448 534 626

Table 2.1

Based on the

LATERAL LOADS: WFCM TAbLE 2.1

Table 8.2: Header and Window Sill Plate Lateral Loads (lbs)Header or Sill

Length (ft)Basic Wind Speed (mph)

90 100 110 120 1302 89 109 132 157 1854 178 218 264 314 3706 267 327 396 471 5558 356 436 528 628 74010 445 545 660 785 92512 534 654 792 942 1,11014 623 763 924 1,099 1,29516 712 872 1,056 1,256 1,480

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.

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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 9.2: Lateral Shear Strength of Common Nailing Applications (lbs)Nail Type

Nail Diameter x Nail Length

End-Nail Shear (160%) Toe-Nail Shear (160%)DF/SP SPF/HF DF/SP SPF/HF

8d Common 0.131"x2.50" 65 56 121 968d Pneumatic Nail 0.113"x2.38" 50 43 62 53



EDGE

SPACING

HEADER

KIN

G S

TUD

JAC

K

1 "

A35

A34Z

A35

A34

End-nailvaluesarebasedona1½"sidememberthicknessandincludea0.67endgrainfactor.1. Toe-nail values include a 0.83 toe-nail factor.2. For nail installation requirements as well as spacing and edge distance recommendations, see 3. ANSI/AF&PA NDS National Design Specification® for Wood Construction.

L

L 3/

30˚

SHEAR

L

LS30

LS30

Gable Endwall Framing

End-Nail Installation

Toe-Nail Installation

LATERAL LOAD CONNECTIONS: STUDS, RAFTERS, JOISTS, HEADERS & SILLS

Model No. Fasteners L Allowable Loads (160%)DF/SP SPF/HF

A34 8-8dx1Z\x 2Z\x 365 315A35 12-8dx1Z\x 4Z\x 450 450LS30 6-10dx1Z\x 3C\, 320 270LS50 8-10dx1Z\x 4M\, 485 420

Table 9.1: Lateral Connectors

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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 12-15.

Table 10.1 lists the loads that act on the roof system (FROOF) and floor system (FFLOOR) 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 FROOF load. Sidewalls that support a roof and floor must be designed to resist one half of FROOF + FFLOOR (see figure below).

Roof Span

FROOF)/2

FROOF + FFLOOR)/2

Sidewall Length

FFLOOR

FROOF

Applied Force

Applied Force

Applied Force

Racking OverturningSliding

SHEAR LOAD: WIND PARALLEL TO RIDGE

Table 10.1: Diaphragm Loads: Wind Parallel To RidgeBasic Wind Speed (mph) 90 100 110 120 130

Roof Pitch

Roof Span (ft) FROOF (lbs)

0:12–6:12

24 1,560 1,920 2,328 2,784 3,26436 2,808 3,492 4,212 5,004 5,86848 4,416 5,472 6,576 7,872 9,21660 6,360 7,860 9,480 11,280 13,260

7:12–8:12

24 1,776 2,208 2,664 3,168 3,72036 3,312 4,104 4,932 5,904 6,91248 5,280 6,528 7,920 9,408 11,04060 7,740 9,540 11,520 13,740 16,140

9:12–10:12

24 2,016 2,472 3,000 3,576 4,20036 3,816 4,716 5,688 6,768 7,95648 6,192 7,632 9,216 10,992 12,91260 9,120 11,220 13,620 16,200 19,020

11:12–12:12

24 2,232 2,760 3,336 3,984 4,65636 4,320 5,328 6,444 7,668 9,00048 7,056 8,736 10,560 12,576 14,73660 10,500 12,960 15,660 18,660 21,900

Floor

Roof Span (ft) FFLOOR (lbs)

24 2,016 2,472 3,000 3,576 4,20036 3,024 3,708 4,500 5,364 6,30048 4,032 4,944 6,000 7,152 8,40060 5,040 6,180 7,500 8,940 10,500

1. Tabulated loads are for Exposure B. Multiply table values by 1.39 for Exposure C.2. Tabulatedloadsarebasedon8footwallheights.Forotherwallheights,H,

multiplytablevaluesbyH/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.

SHEAR LOADS

Table 2.5B

Based on the

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Page 11 of 24

Table 11.2: 100 mph Diaphragm Loads: Wind Perpendicular To Ridge

Roof Pitch Roof Span (ft)

Sidewall Length (ft)30 40 50 60 70 80

FROOF (lbs)

0:12–6:12

24 2,940 3,920 4,900 5,880 6,860 7,84036 3,390 4,520 5,650 6,780 7,910 9,04048 3,900 5,200 6,500 7,800 9,100 10,40060 4,410 5,880 7,350 8,820 10,290 11,760

7:12–8:12

24 4,410 5,880 7,350 8,820 10,290 11,76036 5,640 7,520 9,400 11,280 13,160 15,04048 6,900 9,200 11,500 13,800 16,100 18,40060 8,160 10,880 13,600 16,320 19,040 21,760

9:12–10:12

24 5,070 6,760 8,450 10,140 11,830 13,52036 6,570 8,760 10,950 13,140 15,330 17,52048 8,160 10,880 13,600 16,320 19,040 21,76060 9,720 12,960 16,200 19,440 22,680 25,920

11:12–12:12

24 5,700 7,600 9,500 11,400 13,300 15,20036 7,530 10,040 12,550 15,060 17,570 20,08048 9,420 12,560 15,700 18,840 21,980 25,12060 11,310 15,080 18,850 22,620 26,390 30,160

FloorFFLOOR (lbs)

4,560 6,080 7,600 9,120 10,640 12,160




FROOF (lbs)

0:12–6:12

24 3,540 4,720 5,900 7,080 8,260 9,44036 4,110 5,480 6,850 8,220 9,590 10,96048 4,710 6,280 7,850 9,420 10,990 12,56060 5,340 7,120 8,900 10,680 12,460 14,240

7:12–8:12

24 5,340 7,120 8,900 10,680 12,460 14,24036 6,810 9,080 11,350 13,620 15,890 18,16048 8,340 11,120 13,900 16,680 19,460 22,24060 9,870 13,160 16,450 19,740 23,030 26,320

9:12–10:12

24 6,120 8,160 10,200 12,240 14,280 16,32036 7,950 10,600 13,250 15,900 18,550 21,20048 9,870 13,160 16,450 19,740 23,030 26,32060 11,790 15,720 19,650 23,580 27,510 31,440

11:12-12:12

24 6,900 9,200 11,500 13,800 16,100 18,40036 9,090 12,120 15,150 18,180 21,210 24,24048 11,400 15,200 19,000 22,800 26,600 30,40060 13,680 18,240 22,800 27,360 31,920 36,480

FloorFFLOOR (lbs)

5,520 7,360 9,200 11,040 12,880 14,720




FROOF (lbs)

0:12–6:12

24 4,230 5,640 7,050 8,460 9,870 11,28036 4,890 6,520 8,150 9,780 11,410 13,04048 5,610 7,480 9,350 11,220 13,090 14,96060 6,360 8,480 10,600 12,720 14,840 16,960

7:12–8:12

24 6,360 8,480 10,600 12,720 14,840 16,96036 8,100 10,800 13,500 16,200 18,900 21,60048 9,930 13,240 16,550 19,860 23,170 26,48060 11,730 15,640 19,550 23,460 27,370 31,280

9:12–10:12

24 7,290 9,720 12,150 14,580 17,010 19,44036 9,480 12,640 15,800 18,960 22,120 25,28048 11,730 15,640 19,550 23,460 27,370 31,28060 14,010 18,680 23,350 28,020 32,690 37,360

11:12–12:12

24 8,190 10,920 13,650 16,380 19,110 21,84036 10,830 14,440 18,050 21,660 25,270 28,88048 13,560 18,080 22,600 27,120 31,640 36,16060 16,290 21,720 27,150 32,580 38,010 43,440

FloorFFLOOR (lbs)

6,570 8,760 10,950 13,140 15,330 17,520




FROOF (lbs)

0:12–6:12

24 4,950 6,600 8,250 9,900 11,550 13,20036 5,760 7,680 9,600 11,520 13,440 15,36048 6,600 8,800 11,000 13,200 15,400 17,60060 7,440 9,920 12,400 14,880 17,360 19,840

7:12–8:12

24 7,470 9,960 12,450 14,940 17,430 19,92036 9,510 12,680 15,850 19,020 22,190 25,36048 11,640 15,520 19,400 23,280 27,160 31,04060 13,770 18,360 22,950 27,540 32,130 36,720

9:12–10:12

24 8,550 11,400 14,250 17,100 19,950 22,80036 11,100 14,800 18,500 22,200 25,900 29,60048 13,770 18,360 22,950 27,540 32,130 36,72060 16,440 21,920 27,400 32,880 38,360 43,840

11:12-12:12

24 9,630 12,840 16,050 19,260 22,470 25,68036 12,720 16,960 21,200 25,440 29,680 33,92048 15,930 21,240 26,550 31,860 37,170 42,48060 19,110 25,480 31,850 38,220 44,590 50,960

FloorFFLOOR (lbs)

7,710 10,280 12,850 15,420 17,990 20,560




FROOF (lbs)

0:12–6:12

24 2,370 3,160 3,950 4,740 5,530 6,32036 2,760 3,680 4,600 5,520 6,440 7,36048 3,150 4,200 5,250 6,300 7,350 8,40060 3,570 4,760 5,950 7,140 8,330 9,520

7:12–8:12

24 3,570 4,760 5,950 7,140 8,330 9,52036 4,560 6,080 7,600 9,120 10,640 12,16048 5,580 7,440 9,300 11,160 13,020 14,88060 6,600 8,800 11,000 13,200 15,400 17,600

9:12–10:12

24 4,110 5,480 6,850 8,220 9,590 10,96036 5,340 7,120 8,900 10,680 12,460 14,24048 6,600 8,800 11,000 13,200 15,400 17,60060 7,890 10,520 13,150 15,780 18,410 21,040

11:12–12:12

24 4,620 6,160 7,700 9,240 10,780 12,32036 6,090 8,120 10,150 12,180 14,210 16,24048 7,620 10,160 12,700 15,240 17,780 20,32060 9,150 12,200 15,250 18,300 21,350 24,400

FloorFFLOOR (lbs)

3,690 4,920 6,150 7,380 8,610 9,840

Tables 11.1–11.5 list the loads that act on the roof system (FROOF) and floor system (FFLOOR) when the wind blows perpendicular to the ridge. When the roof and floors are supported by two exterior end-walls, 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 FROOF load. Endwalls that support a roof and floor must be designed to resist one half of FROOF + FFLOOR (see figure below).

FFLOOR

Sidewall Length

FROOF

(FROOF)/2

(FROOF + FFLOOR)/2

Roof Span

Table 2.5A

Based on the

1. Tabulated loads are for Exposure B. Multiply table values by 1.39 for Exposure C.2. Tabulatedloadsarebasedon8footwallheights.Forotherwallheights,H,multiplytablevaluesbyH/8.3. For hip roof systems, use tables on this page. Refer to WFCM Table 2.5A footnote 4.

SHEAR LOADS: PERPENDICULAR TO RIDGE

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Page 12 of 24

OR OTHER

SHEAR TRANSFER

CONNECTORS

LENGTH

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 thoseshownonpage18,maybeneededtotransferlargershearforces.Overturningrestraint 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.

>

>

>

>

>

4'4'

4'4'

4'

Building 1

Bldg 2

Bldg

3

Building 1

Building 2

Building 3

Building 1

Building 1

Lateral Load Direction

Structure with wall offset greaterthan4'

Option#1Separate Structures

Option#2Inscribed Structure

Methods for Addressing Shearwall Plan Offsets Greater than 4'

Table 12.1: Field Built Shearwalls Using 7/16" OSB, 8d Commons (0.131" x 2.5"), 16" o.c. Stud Spacing

Shearwall Length (in)

8d Common Nail Spacing at Panel Edges6" O.C. 4" O.C. 3" O.C.

Shearwall Capacity (lbs) Required¹ Holdown Capacity (lbs)

Shearwall Capacity (lbs) Required¹ Holdown Capacity (lbs)

Shearwall Capacity (lbs) Required¹ Holdown Capacity (lbs)DF/SP SPF/HF DF/SP SPF/HF DF/SP SPF/HF

28² 849 784

2,915for8'Walls

3,275for9'Walls

3,640for10'Walls

1,241 1,143

4,255for8'Walls

4,790for9'Walls

5,320for10'Walls

1,600 1,470

5,490for8'Walls

6,175for9'Walls

6,890for10'Walls

31² 940 868 1,374 1,266 1,770 1,62836 1,092 1,008 1,596 1,470 2,060 1,89048 1,456 1,344 2,128 1,960 2,745 2,52060 1,820 1,680 2,660 2,450 3,430 3,15072 2,184 2,016 3,192 2,940 4,115 3,78084 2,548 2,352 3,724 3,430 4,805 4,41096 2,912 2,688 4,256 3,920 5,490 5,040

1.Holdowncapacitybasedonachievingmaximumcapacityofwall,reducedholdowncapacity will result in reductions in wall shear strength.

2.Minimumshearwalllengthsallowedbycodeare28"for8'walls,31"for9'walls,and35"for10'walls(Height/Length≤3.5 for wind design). See pages 14 & 15 for solutions for smaller wall lengths.

3.Valuesincludea40%increaseinOSBshearcapacityduetowindloadingandalsoapply to ZB\₃x"plywood.

4. Anchor bolts or other shear connectors shall be provided to transfer loads from the bottom plate to the foundation or framing below.

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. Holdowncapacitiesaretabulatedperstory.Inaccordancewithsection2.2.4.1ofthe 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 DESIGN

Shearwall offset is the distance in plan, measured perpendicular to the wind force direction, of two adjacent, parallel shearwalls.

Whenshearwalloffsetsexceed4',thecontinuityoftheshearwall 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.

For design purposes the structure shall be considered as separatestructures(Option#1)orasarectangularstructurethatinscribesthetotalstructure(Option#2).Foradditionalinformation refer to AF&PA Design Aid No 5.

Table 3.1.3.3

Based on the

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Page 13 of 24

Set-Pac EZ™ and Acrylic Tie® Fast-Pac™ adhesives

NailsMin. 1¹⁄₂"End Dist.

¹⁄₂" Min.from

Corner

12" Min.RebarLength

One #4Rebar in

Shear Cone30" Min.RebarLength

NailedPortion

Clear Span

17" Max.

Typical STHD14RJ Rim Joist Application

Titen HD® Rod Coupler Anchor

Table 13.1: Holdown Connectors

Model No. Post Fasteners Anchor Diameter (in)

CL (in) Allowable Loads (160%)DF/SP SPF/HF

HDU2-SDS2.5 6-SDS B\, 1Z\v 3,075 2,215HDU4-SDS2.5 10-SDS B\, 1Z\v 4,565 3,285HDU5-SDS2.5 14-SDS B\, 1Z\v 5,645 4,065HDU8-SDS2.51 20-SDS M\, 1Z\v 7,870 5,665HDU11-SDS2.51 30-SDS 1 1Z\v 9,535 6,865HDU14-SDS2.51 36-SDS 1 1>\zn 14,9252 10,745STHD14 38-16d sinkers — — 5,025 5,025STHD14RJ 38-16d sinkers — — 5,025 5,025

HDU Installation

24"MIN

1 " FOR 2x4 WALL2 " FOR 2x6 WALL

4 1/4"MIN

MIN

8" MIN

24" MIN TO BOTH CORNERS

24" MIN FOR CORNER

INSTALLATION

INTERIORANCHOR

CORNERANCHOR

8"

Table 13.2: Allowable Tension Loads for Anchor Rods Installed with SET or AT AdhesiveAnchor Diam.

(in)

Embed. Depth (in)

SET AT2x4 Wall 2x6 Wall 2x4 Wall 2x6 Wall

Corner Interior Corner Interior Corner Interior Corner Interior

B\, 12 5,485 5,875 5,875 5,875 4,720 5,400 5,720 5,87518 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 7,55518 9,465 10,280 11,300 11,355 8,350 9,110 10,065 10,155

1 12 6,480 7,560 7,745 8,360 5,280 5,950 6,585 7,52518 10,025 10,575 11,755 11,630 8,695 9,525 10,535 10,400

Table 13.3: Titen HD® Rod Coupler Tension Loads in Normal-Weight Concrete Stemwall

Titen HDSize (in.)

Embed. Depth (in.)

Stemwall Width (in.)

Minimum Edge Dist. (in.)

Minimum Spacing

Dist. (in.)

Allowable Load (lbs)

f'c ≥ 2500 psi Concrete

C\, 5 8 1C\v 20 2,225Z\x 8 8 1C\v 32 3,885

ANCHOR RODDIAMETER

EMBEDMENT

HOLDOWNANCHORDIAMETER

COUPLERNUT

SQUASHBLOCKING

END POST DBL 2x MIN,

SEE FOOTNOTE 1HOLDOWN

CL

Typical HoldownInstallation on Wood Floor

SIMPSON

St ong Tie®

STHD’s requirea minimum of 1¹⁄₂" end distance when multiple 2x members are used as shown

One #4Rebar inShear Cone12" Min.Rebar Length

30"Min. Rebar

Length

EndDistance(¹⁄₂" min.

from corner)

STHD14 Corner Installation

SHEARWALL HOLDOWN CONNECTORS

1. HDU8requiresaminimum4Z\x"thick(directionoffastenerpenetration)post,HDU11requiresaminimum5Z\x"thickpost,HDU14requiresaminimum5Z\x"x5Z\x"post.

2. Requires heavy hex anchor nut to achieve tabulated load.

1.Allowableloadsbasedonaconcretef’c=2500psi.2. Allowable loads based on and testing and finite element modeling of adhesive anchorage into

uncracked concrete.

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Page 14 of 24

Two-Story Stacked Installation

Table 14.1 Steel Strong-Wall¹

Garage Installation on Concrete Foundation

First Story Wood Floor Installation

Balloon Framing Installation

STEEL STRONG-WALL® SHEARWALL

Standard Installation on Concrete Foundation

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.

Model Number

Wall Dimensions (in) Allowable

Shear³ (lbs)

WFCM Table 3.17A and 3.17B

Comparison² (ft)Width Height

Steel Strong-Wall on ConcreteSSW12x7 12

80

1,275 2.9SSW15x7 15 1,860 4.3SSW18x7 18 3,425 7.9SSW21x7 21 4,440 10.2SSW24x7 24 5,730 13.1SSW12x8 12

93Z\v

1,045 2.4SSW15x8 15 1,530 3.5SSW18x8 18 2,940 6.7SSW21x8 21 3,960 9.1SSW24x8 24 5,105 11.7SSW12x9 12

105Z\v

890 2.0SSW15x9 15 1,315 3.0SSW18x9 18 2,605 6.0SSW21x9 21 3,590 8.2SSW24x9 24 4,575 10.5SSW12x10 12

117Z\v

770 1.8SSW15x10 15 1,145 2.6SSW18x10 18 2,340 5.4SSW21x10 21 3,265 7.5SSW24x10 24 4,100 9.4

First Story Wood FloorSSW12x8 12

93Z\v


105Z\v


117Z\v

355 0.8SSW15x10 15 935 2.1SSW18x10 18 1,240 2.8SSW21x10 21 1,540 3.5SSW24x10 24 1,845 4.2

Two-Story StackedRefer to Strong-Wall Shearwalls Catalog

Balloon FramingRefer to Strong-Wall Shearwalls Catalog

See Strong-Wall Shearwalls catalog for more information

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Raised Floor Strong-Wall Shearwall

Standard Strong-Wall Shearwall Raised Floor

Strong-Wall on Top of Standard Strong-Wall Shearwall

Table 15.1 Wood Strong-Wall¹

Garage Portal Strong-Wall: Single Shearwall

Garage Portal Strong-Wall: Single and Double Shearwall

See Strong-Wall Shearwalls catalog for more information

WOOD STRONG-WALL® SHEARWALL

Model Number

Wall Dimensions (in) Allowable

Shear (lbs)

WFCM Table 3.17A and 3.17B

Comparison² (ft)

Width Height

Standard Wood Strong-WallSW18x8 18

93Z\v

1,105 2.5SW24x8 24 1,550 3.6SW32x8 32 2,760 6.3SW48x8 48 4,375 10.0SW18x9 18

105Z\v

1,040 2.4SW24x9 24 1,525 3.5SW32x9 32 2,505 5.7SW48x9 48 4,205 9.6SW24x10 24

117Z\v

1,530 3.5SW32x10 32 2,370 5.4SW48x10 48 3,940 9.0

Raised Floor Strong-Wall (first floor)SW18x8-RF 18

93Z\v

805 1.8SW24x8-RF 24 1,215 2.8SW32x8-RF 32 1,830 4.2SW48x8-RF 48 3,435 7.9SW18x9-RF 18

105Z\v

685 1.6SW24x9-RF 24 970 2.2SW32x9-RF 32 1,620 3.7SW48x9-RF 48 2,970 6.8SW24x10-RF 24

117Z\v

950 2.2SW32x10-RF 32 1,580 3.6SW48x10-RF 48 2,575 5.9

Raised Floor Strong-Wall (second floor)Refer to Strong-Wall Shearwalls Catalog

Single Strong-Wall Garage PortalSW16x7x4 16 78 1,405 3.2SW22x7x4 22 2,110 4.8SW16x8x4 16 90 1,200 2.8SW22x8x4 22 1,920 4.4

Double Strong-Wall Garage PortalSW16x7x4 16 78 2,695 6.2SW22x7x4 22 4,640 10.6SW16x8x4 16 90 2,395 5.5SW22x8x4 22 3,840 8.8

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.

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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 . . . . . . . . . . . . . . . . . . . . . . . . . 120MPH,Exp.BNumber of Stories (1-3) . . . . . . . . . . . . . . . 2 StoriesRoof Pitch (0:12 - 12:12) . . . . . . . . . . . . . . . 6:12 PitchMeanRoofHeight(upto33feet) . . . . . . . . 33 FeetRoofType(GableorHip) . . . . . . . . . . . . . . . GableRoofRoof Span (up to 60 feet) . . . . . . . . . . . . . . 36 FeetSidewall Length (up to 80 feet) . . . . . . . . . . 50 Feet1stStoryWallHeight(8-12feet) . . . . . . . . . 9 Feet2ndStoryWallHeight(8-12feet) . . . . . . . . 9 Feet

SOLUTION:

Ceiling/Attic Diaphragm Force, FROOF(fromTable10.1onpage10for6:12roofand9'walls) . . . . . . 5,004x9/8=5,630LbsFloor Diaphragm Force, FFLOOR(fromTable10.1onpage10for9'walls) . . . . . . . . . . . . . . . . . . . . . . 5,364x9/8=6,035LbsShear Requirement for Each Second Story Sidewall (FROOF ÷ 2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2,815 LbsShear Requirement for Each First Story Sidewall [(FROOF + FFLOOR) ÷ 2] . . . . . . . . . . . . . . . . . . . . . . . 5,833 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.Eachshearwallmustmeettheheighttowidthrequirementsforwind(Height/Width< 3½) without any wall openings within theshearwall.Generally,theshearwallswithinawalllineshouldbedistributedasuniformlyaspossibleandashearwallshouldbelocated 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 possibleincluding3-48"shearwallsthatusethestandard6"O.C.edgenailing.Locateoneshearwallneareachcornerandoneinbetween. 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.

Themaximumcapacityoftheseshearwallsis:(1,456x3)=4,368pounds.Inordertoachievethemaximumcapacityoftheseshearwalls,theshearwallholdownmustresist3,275pounds(fromTable12.1).However,theholdownstrengththatisrequiredtoresist 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,asinthisexample,theforcesfortheentirewalllinecanbeused:(3,275)x(2,815/4,368)=2,110lbs.FromTable13.1,useaHDU2(3,075lbs)totieeachshearwallendpostdowntotheframingbelow.Shearwallendpostsshallbedesignedtoresist2,110lbs 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 possibleincluding4-48"shearwallsthatusethestandard6"O.C.edgenailing.Locateoneshearwallbeloweachofthethree2ndstoryshearwallsandanotherwhereanuninterrupted4'walllengthisavailable.The1ststoryshearwallsutilizethemaximumshearwall capacity of 1,456 lbs and therefore require the tabulated holdown strength of 3,275 lbs. The shearwall posts that are connectedtotheshearwallpostabovemustbehelddowntoresistthecumulativeholdownforceof:2,110+3,275=5,385lbs.FromTable13.1,useaHDU5(5,645lbs)totieeachshearwallendpostdowntothefoundationbelow.Shearwallendpostsshallbe 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.

FROOF

36’ Endwall

FFLOOR

( FROOF)/2

( FROOF + FFLOOR)/2

50’ Sidewall

SHEAR EXAMPLE: WIND PARALLEL TO RIDGE

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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.

GIVEN:Wind Speed . . . . . . . . . . . . . . . . . . . . . . . . . . 120MPH,Exp.BNumber of Stories (1-3) . . . . . . . . . . . . . . . . 2 StoriesRoof Pitch (0:12 - 12:12) . . . . . . . . . . . . . . . . 6:12 PitchMeanRoofHeight(upto33feet) . . . . . . . . . 33 FeetRoofType(GableorHip) . . . . . . . . . . . . . . . . GableRoofRoof Span (up to 60 feet) . . . . . . . . . . . . . . . 36 FeetSidewall Length (up to 80 feet) . . . . . . . . . . . 50 Feet1stStoryWallHeight(8-12feet) . . . . . . . . . . 9 Feet2ndStoryWallHeight(8-12feet) . . . . . . . . . 9 Feet

SOLUTION:

Ceiling/Attic Diaphragm Force, FROOF(fromTable11.4onpage11for6:12roofand9'walls) . . . . . . 9,169 LbsFloor Diaphragm Force, FFLOOR(fromTable11.4onpage11for9'walls) . . . . . . . . . . . . . . . . . . . . . . 12,319 LbsShear Requirement for Each Second Story Endwall (FROOF ÷ 2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4,585 LbsShear Requirement for Each First Story Endwall [(FROOF + FFLOOR) ÷ 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.Eachshearwallmustmeettheheighttowidthrequirementsforwind(Height/Width< 3½) without any wall openings within theshearwall.Generally,theshearwallswithinawalllineshouldbedistributedasuniformlyaspossibleandashearwallshouldbelocated 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 possibleincluding3-72"shearwallsthatusethestandard6"O.C.edgenailing.Locateoneshearwallneareachcornerandoneinbetween. 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.

Themaximumcapacityoftheseshearwallsis:(2,184x3)=6,552lbs.Inordertoachievethemaximumcapacityoftheseshearwalls,theshearwallholdownmustresist3,275pounds(fromTable12.1).However,theholdownstrengththatisrequiredtoresist 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,asinthisexample,theforcesfortheentirewalllinecanbeused:(3,275)x(4,585/6,552)=2,292lbs.FromTable13.1,useaHDU2(3,075lbs)totieeachshearwallendpostdowntotheframingbelow.Shearwallendpostsshallbedesignedtoresist2,292lbs 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 possibleincluding3-72"shearwallswith3"O.C.edgenailing.Locateoneshearwallbeloweachofthethree2ndstoryshearwalls.

Themaximumcapacityoftheseshearwallsis:(4,115x3)=12,345lbswhenaholdownstrengthof6,175lbsisused.Therequiredholdownstrengthis:(6,175)x(10,744/12,345)=5,375lbs.Theshearwallpostsareconnectedtotheshearwallpostaboveandmustbehelddowntoresistthecumulativeholdownforceof:2,292+5,375=7,667lbs.FromTable13.1,useaHDU8(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.

FFLOOR

50’ Sidewall

FROOF

(FROOF)/2

(FROOF + FFLOOR)/2

36’Endwall

SHEAR EXAMPLE: WIND PERPENDICULAR TO RIDGE

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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.

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.

•Theshearforcesthatmustbetransferredweredeterminedinthe 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.

•Theforcefromthebottomofthe2ndstorywalltothefloorsystemis4,585lbs.Dividingthisforcebythelengthoftheendwall(36')resultsin 127 pounds per linear foot of wall that must be transferred.

•TheLTP5isratedfor630lbs.inshear.630lbs.dividedby127lbs.perfoot=5'O.C.spacingoftheLTP5connectingthe2ndstorywallbottom plate to the rim board.

•Theforcethatisappliedtothetopofeachfirststoryendwallis10,744lbs.Dividingthisforcebythelengthoftheendwall(36')results in 298 pounds per linear foot of wall that must be transferred.

•TheLTP5isratedfor630lbs.inshear.630lbs.dividedby298lbs.perfoot=2.1'.Rounddownto2'footO.C.spacingoftheLTP5connecting 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/blockingdetailshownheretobespacedat6’O.C..Forlonger 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.

Model No. Fasteners Allowable Loads (160%)DF/SP SPF/HF

RBC 12-10dx1Z\x 440 380LTP4 12-8dx1Z\x 670 595LTP5 14-8dx1Z\x 630 540HGA10 8-SDS screws 1165 840

LTP5 Installed over Plywood Sheathing (LTP4 similar)

CS20 10-8d nails intostud and blocking

2-10d nails from strut to truss/joist

8-10d nails from strut to blocking

strut

Table 18.1: Shear Connectors

HGA10 Installation to Double Top Plates

Shear

Shear

Shear

Typical RBC Installation

Typical RBC Installation

SPECIAL CONNECTIONS: GAbLE ENDWALL

SPECIAL CONNECTIONS: SHEAR CONNECTIONS

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The forces at the bottom of the ground story are determined using pages 2-3 (uplift), 8 (lateral), and 10-11 (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 HDanchorareprovidedinTable19.1.Considerationmustbegiventoloads 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.

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

Table 19.1: Foundation Anchors (lbs)

Anchor TypeAllowable Loads (160%) Spacing Factor

Shear Lateral Uplift3 To Replace Z\x" Dia. Headed Bolts

To Replace B\," Dia. Headed Bolts

Z\x"HeadedBolt 1088 656 871 — —B\,"HeadedBolt 1552 928 1100 1.26 —Z\x"THD4 1088 656 1568 1.00 —B\,"THD4 1552 571 1685 0.87 0.62MASZ 815 575 1005 0.75 0.53LMA4Z 675 520 905 0.62 0.43LMA6Z 825 650 905 0.76 0.53

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:

Dividing the MASZ allowable loads by the unit design loads and converting to inches results in the following spacing requirements:

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:UseoneMASZevery24in.O.C.ineachsidewall.Notethismethodofcalculationsdoessatisfytheunity equation previously discussed.TheworstcaseloadingontheendwallresultsintheMASZspacedat33in.O.C.ineachendwall.

Sidewall Endwall

Uplift Lateral Shear Uplift Lateral Shear

244 plf (157+132)/2=145plf 5833lbs./50ft.=117plf — (157+132)/2=145plf 10,744lbs./36ft.=298plf

Sidewall Endwall

Uplift Lateral Shear Uplift Lateral Shear

1005lbs./244plf=49in.O.C.

575lbs./145plf=48in.O.C.

815lbs./117plf=84in.O.C. — 575lbs./145plf=

48in.O.C.815lbs./298plf=

33in.O.C.

MAS

BEARING PLATESREQUIRED FOR UPLIFT(MODEL LBPS½ZOR LBPS⁵⁄₈Z)

TITEN HD® Anchor

ROOF GIRDER TIE DOWN

FOUNDATION ANCHORAGE

Allowable loads based on a 2x6 Southern Pine sill.1. Concreteshallhaveaminimumf'c=2,500psi.2. 3-inch square washer required on sill anchor bolts that resist uplift forces.3. MinimumembedmentofTitenHDanchorintoconcreteis34. B\,"forZ\x"THDand4Z\,"forB\,"THD.

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building Parameters:Basic Wind Speed ..........................

Wind Exposure Category ...............

Roof Span (Width) .........................

Sidewall Length .............................

FirstStoryWallHeight ...................

SecondStoryWallHeight ..............

Roof Pitch ......................................

MeanRoofHeight ..........................

Rafter/Truss Spacing......................

Stud Spacing .................................

RakeOverhangLength ...................

RakeOutlookerSpacing .................

Uplift Loads:

Rafter Uplift from Table 2.1 or 3.1 ...................................................................................

Uplift in Each Top Story Wall Stud from Table 2.1 or 3.1 ................................................

Uplift at Each End of a ft(length)HeaderinTopStoryWall (12"O.C.spacingvaluefromTable2.1or3.1multipliedby½oftheheaderlength) .....

Uplift in Each Top Story Wall Stud to Framing (or Foundation) Below from Table 2.2 or 3.2 ............................................................................................

Uplift at Each End of a ft(length)Headerin1stStoryWallof2-StoryStructure (12"O.C.spacingvaluefromTable2.2or3.2multipliedby½oftheheaderlength) .....

Uplift in Each 1st Story Wall Stud of 2-Story Structure to Foundation from Table 2.3 or 3.3 ................................................................................................................

UpliftatOutlookertoWallBelowfromTable3.4 .............................................................

Roof Sheathing Fastening in Zone 1 from Table 7.2 ........................................................



Wind Parallel to the Ridge:

Shear Force at Roof System, FROOFfromTable10.1 .....................................................

Shear Force Applied to the Top of Each (Front & Back) Top Story Sidewall (FROOF/2) ..

Shear Force at 2nd Story Floor System, FFLOORfromTable10.1 ..................................

Shear Force Applied to the Top of Each (Front & Back) Sidewall in 1st Story of 2-Story [(FROOF+FFLOOR)/2] ....................................................................................................

Wind Perpendicular to the Ridge:

Shear Force at Roof System, FROOFfromTablesonpage11 .........................................

Shear Force Applied to the Top of Each (Left & Right) Top Story Endwall (FROOF/2) ....

Shear Force at 2nd Story Floor System, FFLOORfromTablesonpage11 ......................

Shear Force Applied to the Top of Each (Left & Right) Endwall in 1st Story of 2-Story [(FROOF+FFLOOR)/2] ....................................................................................................

W L

MRH

WIND PARALLEL

TO RIDGE


SIDEWALLENDWALL

MRH= MeanRoofHeight,Distancefromaverage grade to average roof elevation.L = Lengthofbuildingparalleltoridge. W = Widthofbuildingperpendiculartoridge, a.k.a. Roof Span.

Roof Span

FROOF)/2

FROOF + FFLOOR)/2

Sidewall Length

FFLOOR

FROOF

FFLOOR

Sidewall Length

FROOF

(FROOF)/2

(FROOF + FFLOOR)/2

Roof Span

HIGH WIND DESIGN WORKSHEET FOR UPLIFT AND SHEAR

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Roof Span (Width) .........................

Sidewall Length .............................



Roof Pitch ......................................

MeanRoofHeight ..........................


Stud Spacing .................................



Uplift Loads:





















W L

MRH

WIND PARALLEL

TO RIDGE


SIDEWALLENDWALL


Roof Span

FROOF)/2

FROOF + FFLOOR)/2

Sidewall Length

FFLOOR

FROOF

FFLOOR

Sidewall Length

FROOF

(FROOF)/2

(FROOF + FFLOOR)/2

Roof Span


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Roof Span (Width) .........................

Sidewall Length .............................



Roof Pitch ......................................

MeanRoofHeight ..........................


Stud Spacing .................................



Uplift Loads:





















W L

MRH

WIND PARALLEL

TO RIDGE


SIDEWALLENDWALL


Roof Span

FROOF)/2

FROOF + FFLOOR)/2

Sidewall Length

FFLOOR

FROOF

FFLOOR

Sidewall Length

FROOF

(FROOF)/2

(FROOF + FFLOOR)/2

Roof Span


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Roof Span (Width) .........................

Sidewall Length .............................



Roof Pitch ......................................

MeanRoofHeight ..........................


Stud Spacing .................................



Uplift Loads:





















W L

MRH

WIND PARALLEL

TO RIDGE


SIDEWALLENDWALL


Roof Span

FROOF)/2

FROOF + FFLOOR)/2

Sidewall Length

FFLOOR

FROOF

FFLOOR

Sidewall Length

FROOF

(FROOF)/2

(FROOF + FFLOOR)/2

Roof Span


TECHNICAL BULLETIN

Page 24 of 24

800-999-5099www.strongtie.com

This technical bulletin is effective until January 31, 2011, and reflects information available as of September 1, 2008. 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 www.strongtie.com.

©2008SimpsonStrong-TieCompanyInc.•P.O.Box10789,Pleasanton,CA94588 T-01WFCM08 9/08 exp. 1/11

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We post our catalogs on www.strongtie.com. Please visit our site, and sign up for any information updates. Allowable loads in this catalog are for the described specific applications of properly-installed products. Product modifications, improper loading or installation procedures, or deviations from recommended applications will affect connector allowable load-carrying capacities.

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Wood Construction ConnectorsIncludes specifications and installation instructions on wood-to-wood and wood-to-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.

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High Wind Framing Connection GuideDeveloped for designers and engineers as a companion to the AF and PA Wood Frame Construction Manual.

Simpson Strong-Tie CD-ROMOurCD-ROMfeaturesourlatestcatalogs,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 www.strongtie.com/tech-bulletins or you can call 800-999-5099 and have publications mailed to you.

For assistance specifying post-installed anchors for concrete and masonry, visit www.simpsonanchors.com to download the Anchor Designer™ software. Two versions are available for allowable stress design and ultimate strength design, including cracked concrete.

Simpson Strong-Tie offers three software programs to simplify product selection and specification.EachoftheseprogramsisavailableonCDROMorforfreedownloadat www.strongtie.com.

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.OptimizedorManualinputprovidesthemostcost effective solution or allows designers to choose and check whether any type and number of walls satisfy the shear load requirements.

ATS SelectorThe 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.

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