2009 IRC Wall Bracing

Transcription

1 2009 IRC Wall Topics Item no. 7102S09 Mark Halverson Manager Field Services Division P The Engineered Wood ssn. Topics Introduction: Lateral Forces Introduction Lateral Forces Getting Started asics Connections Other Topics Gravity Load? Load Path WP vs. Shear Walls History Quiz Introduction: Lateral Forces Wind Speed Introduction: Lateral Forces Wind Speed New England 90 Special 100 1

2 Introduction: Lateral Forces Earthquake Introduction: Lateral Forces SDC Northeast US C 117 E D2 D1 C C D0 C Introduction: Lateral Forces Introduction: Lateral Forces Wind Seismic Racking Effects of Forces ase Shear Overturning Force = Pressure x rea Force = Mass x cceleration Resisted by Resisted by nchors Resisted by hold-downs & Dead Load Introduction: Lateral Forces hold-down Introduction: Lateral Forces Racking nchors 2

3 Introduction: Lateral Forces Introduction: Lateral Forces ase Shear 2003 Missouri Tornado Overturning Introduction: Lateral Forces Topics 2003 Missouri Tornado Introduction Getting Started asics Connections Other Topics Lateral Forces Load Path WP vs. Shear Walls History Quiz Introduction: Load Path Introduction: Load Path Vertical (Gravity) Load Path Load Load Load 1. Ridge eam Lateral (Sideways) Load Path Load Load Load 2. Post 3. Header 4. Jack Studs 5. Sill Plate 6. Foundation 7. Ground 3

4 Introduction: Load Path Introduction: Load Path 2. Transfer to roof 3. Connections Load R301.1 pplication 1. Load on wall 4. Transfer to wall raced Wall Panel 3.7 The construction of buildings shall result in a complete load path for the transfer of all loads to the foundation. 5. Transfer to foundation Foundation Introduction: Load Path Topics Roof/Ceiling, Chapter 8 Introduction Getting Started asics Connections Other Topics Walls, Chapter 6 Floors, Chapter 5 Lateral Forces Load Path WP vs. Shear Walls History Quiz Foundations, Chapter 4 Introduction: WP vs. Shear Walls Introduction: WP vs. Shear Walls WP (Prescriptive) Shear Walls (Engineered) Prescribed material & nailing Calculated load, material & nailing Limitations 3-Stories Maximum Wind 110 mph (1) SDC -D 2 Others (see IRC Chap. 3) Typically without hold-downs VS. pplications ny building size/shape Wind no limit SDC no limit Calculations required Typically with hold-downs raced Wall Panel (WP) VS. Shear Wall (1) Wind 100 mph in hurricane-prone regions. Hold-down capacity calculated 4

5 Introduction: WP vs. Shear Walls Introduction: WP vs. Shear Walls R Wall "Where a building, or portion thereof, does not comply with one or more of the bracing requirements in this section, those portions shall be designed and constructed in accordance with Section R301.1.ʺ Wall Framing Hinge Hinge Introduction: WP vs. Shear Walls Introduction: WP vs. Shear Walls Wall Framing Wall Framing Gypsum Sheathing Hinge Panel resistance imparted to wall framing (Prevents hinging) raced Wall Panel (Prevents hinging) Hinge Topics Introduction: History Introduction Getting Started asics Connections Other Topics History of Wall Lateral Forces Load Path WP vs. Shear Walls History Uniform uilding Code 1927 ll exterior walls and partitions shall be thoroughly and effectively angle braced. Uniform uilding Code 1952 ll exterior walls and partitions shall be thoroughly and effectively angle braced or sheathed with approved panels adequately nailed along all edges. Quiz 5

6 Introduction: History History of Wall Uniform uilding Code 1970 ll exterior walls and main cross stud partitions shall be effectively and thoroughly braced at each end, or as near thereto as possible, and at least every 25 feet of length by on of the following methods:. Nominal 1-inch by 4-inch. Wood boards of 5/8-inch C. Plywood sheathing D. Fiberboard sheathing E. Gypsum sheathing F. Particleboard sheathing Introduction: History History of Wall Uniform uilding Code inch alternate braced wall panel added International Residential Code 2000 percentage requirement added Continuous wood structural panel bracing method added International Residential Code 2006 lternate braced wall panel adjacent to door or window opening added Continuous sheathing 4:1 and 6:1 aspect ratio panels at garage door added Introduction: History Topics History of Wall International Residential Code 2009 Methods renamed from number designation to abbreviation Wall bracing length determined by the greater length requirement from separate wind and seismic bracing length tables Intermittent portal frame at garage added Continuous sheathing with structural fiberboard added Table of effective braced length for braced panels less than 48 in. long added raced panel end distance limit of 12.5 ft cumulative for SDC -C with intermittent bracing dditional bracing requirements for structures with masonry veneer moved to wall bracing section nchorage for masonry foundations with short wall lengths added ngled wall lines added Imaginary braced wall lines added Introduction Lateral Forces Load Path WP vs. Shear Walls History Quiz Getting Started asics Connections Other Topics Introduction: Quiz Introduction: Quiz 1. What is the maximum offset in a WL? per side, 8' total 2. What is the maximum spacing between the centers of WP's within a WL? What is the minimum length of a Method WP? 4. What is the minimum length of a continuous WP? 24" (or 16") 5. What is the max. spacing between centers of WL's? Wind Design = 60' Seismic Design = 25' (or 35') 6

7 Introduction: Quiz Introduction: Quiz 6. Can a bracing panel be less than 48 long? Yes. Most intermittent - 36 CS Is more bracing needed for steeper roofs? Yes > 10 < 15 ridge = + 15% > 15 < 20 ridge = + 30% 8. re the WP placement requirements the same for interior and exterior WL's? SDC -C = Yes Int. Ext. = 12.5' end dist. = 12.5' end dist. Topics Getting Started: Terminology Introduction Getting Started asics Connections Other Topics WP, WL & Spacing Terminology Loads & Limits Wind Exposure Connecting the systems R202 Getting Started: Terminology Getting Started: Terminology 21' unbraced length 6' 21' unbraced length 10' WP WP 2' 25' 2' 2' 25' 2' R R

8 Width RESISTNCE RESISTNCE Width RESISTNCE RESISTNCE Width LOD 9/17/2012 Getting Started: Terminology Getting Started: Terminology Length Length RESISTNCE RESISTNCE LOD R R Getting Started: Terminology Getting Started: Terminology Wind Speed Seismic Risk C When considering whether wind or seismic requirements control, a number of factors must be considered. Wall bracing length - either wind or seismic requirements may control. Use the longest required length. Hold-downs, Roof Ties, Limits if wind or seismic requirements require additional connections or limits, they must be applied regardless of which requirement set controls. oth wind speed and seismic risk must be considered when defining required wall bracing. The required bracing length is the greater of the two bracing lengths. C Wind Requirements Wall bracing length raced wall line spacing Wall height Eave to ridge height Roof ties Seismic Requirements Wall bracing length raced wall line spacing Hold-downs Material weight limits Getting Started: Terminology Topics Wind WL Spacing = 60' max. Seismic 1 Length Introduction Getting Started Terminology Loads & Limits asics Connections Other Topics SDC C (only applies to townhouses) WL Spacing = 35' max. Permitted to be = 50' max. Wind Exposure SDC D 0, D 1, & D 2 (all dwellings) WL Spacing = 25' max. Permitted to be = 35' max. to accommodate one room not exceeding 900 ft 2 L/W < 3:1 Increase bracing by factor of LOD Tables R (1),(2),(3), Table R , & R Connecting the Systems 8

9 Getting Started: Loads & Limits Getting Started: Loads & Limits 10' = Max. Stud Height (1) 16" = Max. Floor Framing Height (2) 16" Max Floor Framing (Joist Depth) (1)R301.3 Item 1, Exception permits the stud height to be 12' provided bracing length is increased by a factor of 1.2. (2)R301.3 Permits floor framing depths greater than 16ʺ when maximum story height is 11'-7ʺ or less. R301.3 Stud Height Height Height Stud Size (Inches) Laterally unsupported stud height (feet) Table R602.3(5) Size, Height and Spacing of Wood Studs Maximum spacing when supporting roof-ceiling assembly or habitable attic, only (inches) ERING WLLS Maximum spacing when supporting one floor, plus a roof-ceiling assembly or habitable attic (inches) Maximum spacing when supporting two floors, a roof-ceiling assembly or habitable attic (inches) Maximum spacing when supporting one floor height (inches) NONERING WLLS Laterally unsupported stud height (feet) Maximum spacing (inches) 2 x x x x x Height (feet) Getting Started: Loads & Limits Table R Maximum llowable Length of Wood Wall Studs Exposed to Wind Speeds of 100 mph or Less in SDC -D 2 On-Center Spacing (inches) Supporting a roof only >10 2 x 4 2 x 4 2 x 4 2 x x 6 2 x 4 2 x 4 2 x x 6 2 x 6 2 x 6 2 x x 6 2 x 6 2 x 6 2 x 4 18 N/ 2 x 6 2 x 6 2 x 6 20 N/ N/ 2 x 6 2 x 6 24 N/ N/ N/ 2 x 6 Getting Started: Loads & Limits Two Point Truss 12' Max. Table R , footnote b Tall walls Three Point Truss 12' Max. Table R Getting Started: Loads & Limits Getting Started: Loads & Limits Stud Extends Two Stories R Seismic provisions. The seismic provisions of this code shall apply to SDC C, D 0, D 1 and D 2 Lateral Support Stud Height Height Exception: Detached one- and two-family dwellings located in Seismic Design Category C are exempt from the seismic requirements of this code. Stud Height Height alloon Framing Platform Framing R

10 Introduction: Lateral Forces Getting Started: Loads & Limits D 0 C SDC Northeast US C C E D2 D1 D0 C Seismic Design Category Wind Requirements Only One- and twofamily Townhouses & N/ N/ C Exempt Seismic Req. pply D 0 Seismic Req. pply Seismic Req. pply D 1 Seismic Req. pply Seismic Req. pply D 2 Seismic Req. pply Seismic Req. pply Wind and Seismic Requirements C R Getting Started: Loads & Limits Getting Started: Loads & Limits Seismic Design Category C R Weight of Materials verage dead loads shall not exceed: 15 or 25 psf for roofs/ceiling assemblies 10 psf for floor assemblies 15 psf for exterior wall assemblies One- & two-family Seismic requirements don't apply Townhouse Seismic requirements apply Wind Requirements Weight of materials provisions do not apply Seismic Requirements Weight of materials provisions apply Force = Mass x cceleration R Getting Started: Loads & Limits Getting Started: Loads & Limits Irregular building definitions R Irregular buildings ʺPrescriptive construction shall not be used for irregular structures located in Seismic Design Categories C, D 0, D 1, and D 2. Irregular portions of structures shall be designed with accepted engineering practice ; design of the remainder of the building shall be permitted to use the provisions of this code.ʺ Wind Requirements Irregular building provisions do not apply Seismic Requirements Irregular building provisions apply Snow Load, R Load Design Method < 70 psf Prescriptive > 70 psf Engineered R

11 Getting Started: Loads & Limits Topics TLE R301.2(1) CLIMTIC ND GEOGRPIC DESIGN CRITERI Introduction Getting Started Terminology asics Connections Other Topics Ground Snow Load Wind Speed (mph) Seismic Design Category 70 <110 (1) -D 2 Weathering Subject to Damage From Frost Line Depth Termite Winter Design Temp Ice arrier Underlayment Required Flood Hazards ir Freezing Index Mean nnual Temp Loads & Limits Wind Exposure Connecting the Systems (1) Wind 100 mph in hurricane-prone regions. Getting Started: Wind Exposure Getting Started: Wind Exposure R Design Criteria Wind speeds greater than: 100 mph in hurricane-prone regions (1), or 110 mph elsewhere to be designed using one of the following: WFCM ICC 600 SCE-7 ISI S230 (steel) R Wind limitations Component and cladding loads for wall coverings, windows, etc. per Table R301.2(2) and adjusted per Table R301.2(3) shall be used (1) R202 reas vulnerable to hurricanes, defined as the U.S. tlantic Ocean and Gulf of Mexico coasts where the basic wind speed is greater than 90 mph, and Hawaii, Puerto Rico, Guam, Virgin Islands, and merica Samoa. Getting Started: Loads & Limits Getting Started: Wind Exposure R Exposure Category. 1. Exposure. Large city centers 2. Exposure. Urban, suburban and wooded areas with numerous, closely spaced obstruction. Exposure is assumed unless the site clearly meets other category types 3. Exposure C. Open terrain with scattered obstructions 4. Exposure D. Flat areas exposed to wind flowing over large bodies of water Exposure : Large city centers with at least 50 percent of the buildings having a height in excess of 70 feet for a distance of 0.5 mile upwind from the structure being designed. 70' verage Table R Height and Exposure djustments for Table R301.2(2). 1/2 Mile R

12 Getting Started: Wind Exposure Getting Started: Wind Exposure Exposure : Urban and suburban areas, wooded areas or other terrain with many closely spaced obstructions having the size of single family dwellings or larger. Exposure C (1 of 2): Open with scattered obstructions or undulations generally less that 30 feet in height extending for 1,500 feet in any direction. >30' R R Getting Started: Wind Exposure Getting Started: Wind Exposure Exposure C (2 of 2): Within Exposure terrain, but located directly adjacent to open areas of Exposure C for a distance of more than 600 ft. More than 600' Exposure D: Flat, unobstructed areas exposed to wind flowing over open water for at least 1 mile. Extends inland 1,500 feet. 1 Mile 1,500' Exposure C terrain Exposure terrain R R Getting Started: Wind Exposure Getting Started: Wind Exposure Lateral (Sideways) Load Path Load Load Load R Wind limitations. Cladding failures have been more common than bracing failures in recent events 12

13 Getting Started: Wind Exposure Getting Started: Wind Exposure Table R301.2.(2) Component and Cladding Loads. Provides values for both positive and negative pressures Negative values for leeward side always higher than windward side, nature of wind Code does not provide information on capability of products to resist wind pressures especially suction loads. Full sheathing with wood structural panels More than doubles the lateral resistance of the best performing prescriptive bracing method in the IRC (method 3) Exceeds code requirements for resisting negative and positive wind pressures with all types of cladding material etter resists uplift forces from high wind loads Topics Connecting the Systems Introduction Getting Started asics Connections Other Topics Terminology Loads & Limits Wind Exposure Connecting the Systems Connecting the Systems Connecting the Systems Vertical (Gravity) Loads Lateral (Wind) Loads Wind Loads Normal to Walls Uplift Wind Loads Nail roof sheathing with 8d ring shank nails 4 and 6 on center. Tie gable end walls back to the structure. Sheath gable ends with structural wall sheathing. Use framing anchors to tie wall system to roof system. Nail upper story and lower story structural wall sheathing to common structural rim board. Nail wall sheathing with 8d common nails 4 and 6 on center. Use continuous structural sheathing over all exterior wall surfaces. Extend structural wall sheathing to lap over the sill plate. P Document M310 Space ½ anchor bolts 32 to 48 on center with 3 x3 plate washers 13

14 Connecting the Systems Connecting the Systems Connecting the Systems Connecting the Systems Connecting the Systems Topics Introduction Getting Started asics Connections Other Topics raced Panel Construction Intermittent Methods Intermittent Continuous Methods Methods Continuous WP Placement Methods Mixing WL Spacing Methods Required WP Placement Length WL Spacing Required Length 14

15 asics: raced Panel Construction R raced Wall Panel Interior Finish Material asics: raced Panel Construction ll vertical panel joints shall occur over studs Interior Finish (Gypsum) Required ½" thickness min WP Material Exceptions: 1. Wall panels braced with Methods G, W, PFG and PFH. 2. When an approved interior finish material with an in-plane shear resistance equivalent to gypsum board is installed. 3. For Methods DW,, SF, PS, PCP and HPS, omitting gypsum wall board is permitted when the length of bracing in Tables R (1) and R (2) is multiplied by a factor of " Gypsum Method G 48" 48" Wood Structural Panel Method R asics: raced Panel Construction asics: raced Panel Construction Horizontal locking locking is required at horizontal edges of WP's Horizontal locking Exceptions: 1. locking at horizontal joints is not required in wall segments that are not counted as braced wall panels. 2. Where the bracing length provided is 2x the minimum length required (Tables R (1) and R (2)) blocking at horizontal joints shall not be required in braced wall panels constructed using Methods, SF, G, PS or HPS. 3. When Method G panels are installed horizontally, blocking of horizontal joints is not required. R Panel joints locking required at horizontal edges of WP's. R Topics Introduction Getting Started asics raced Panel Construction Intermittent Methods Intermittent Continuous Methods Methods Continuous WP Placement Methods Mixing WL Spacing Methods Required WP Placement Length WL Spacing Connections Other Topics Intermittent Methods: LI - Let-in diagonal brace DW - 3/4" Diagonal wood boards - 3/8" Wood structural panel SF - 1/2" Structural fiberboard G - 1/2" Interior gypsum wallboard or gypsum sheathing particleboard PS - 3/8" Particleboard sheathing PCP - Portland cement plaster on studs HPS - 7/16" Hardboard panel siding W - lternate braced wall PFH - Intermittent portal frame PFG - Intermittent portal frame at garage door openings in SDC -C Required Length R

16 Method LI Let-in race ngled 45 to 60 degrees from horizontal Extends continuously from bottom plate to top plate 1x4 lumber or approved metal strap pplication limited 1 st and 2 nd story in SDC & 1 st story in SDC C 8' to 12' Method LI Let-in race Not permitted in SDC D 0 -D 2 55" to 144" R R Method LI Let-in race Must extend continuously from bottom plate to top plate Method DW Diagonal Wood oards Wood boards 3/4" (1" nominal) thick applied diagonally Studs spaced 24" max. 8' to 12' min. R Method DW Diagonal Wood oards Method Wood Structural Panel 3/8" min. thickness Wood structural panel defined in R604 8' to 12' min. R

17 Method Wood Structural Panel Method SF Structural Fiberboard Sheathing 1/2" or 25/32" thick Studs spaced 16" o.c. max. Must conform to STM C 208 8' to 12' 48" 48" 48" min. R Method SF Structural Fiberboard Sheathing Method G Gypsum oard 1/2" min. thick for studs spaced 24" o.c. max. 8' length for 1-sided length for 2-sided 8' to 12' 8' min. R Method G Gypsum oard Method PS Particleboard Sheathing Installed in accordance with Tables R602.3(2) & R602.3(4) 8' to 12' min. R

18 Method PCP Portland Cement Plaster On studs spaced 16" o.c. max. Installed in accordance with R703.6 Method PCP Portland Cement 8' to 12' min. R Method HPS Hardboard Panel Siding Installed in accordance with Table R703.4 Method HPS Hardboard Panel Siding 8' to 12' min. R Minimum raced Panel Length Table R Effective length of braced panels less than 48" For Methods DW,, SF, PS, PCP, HPS ctual Length Effective Length of WP 8' 9' 10' 48" 48" 48" 48" 42" 36" 36" N/ 36" 27" N/ N/ WP Height R WP Length 27" to 48" WP Minimum raced Panel Length Walls ft tall WP Height djusted Length Length Table R Minimum length for braced wall panels Method DW,, SF, PS, PCP, HPS & G two-sided Method G single-sided WP Height <10' 11' 12' -0" -5" -10" 8'-0" 8'-10" 9'-8" R

19 PFH PFH PFH 9/17/2012 Method W - lternate raced Wall Narrower than 48", but equivalent to 48". Minimum length in Table R For use in a 1-story, or 1 st floor of 2-story dwelling Method W - lternate raced Wall Hold-down: prefabricated metal anchoring device that attaches the framing of a wall system to the structure below. The hold-down prevents uplift of the studs and, thus overturning of the wall segment. Hold-down Foundation reinforcement required (Caused by moment from hold-downs) R Method W - lternate raced Wall Method W - lternate raced Wall Wind Requirements 1- or 1 st of 2- Height Min. Length 8' 28" 9' 32" 10' 34" 11' 38" 12' 42" Seismic Requirements 1- or 1 st of 2- Height Min. Length 8' 32" 9' 32" 10' 34" Limited to 10' height maximum Wind 8' to 12' Seismic 8' to 10' Min. 3/8" thick wood structural panel sheathing nchor bolts 1/2" (2) Hold-down capacity per Table R #4 bars top and bottom for bracing Min. footing is 12" x12" Table R Figure R Method PFH Intermittent Portal Frame 16" for 1-story, 24" for 2-story Header - 6' min. to 18' max. openings Exended header Replaces 48" braced panel 8' to 10' Opening (Method W did not include a header) Opening Method PFH Intermittent Portal Frame Height 1- Min. length 8' 16" 9' 16" 10' 16" Limited to 10' height maximum Including header height 1 st of 2 Height Min. length 8' 24" 9' 24" 10' 24" Limited to 10' height maximum Including header height 16" or 24" min. R R

20 Method PFH Intermittent Portal Frame Method PFH Intermittent Portal Frame 10' Max. Extended header Strap capacity #1,000 (opposite side) 3" o.c. nailing Min. 3/8" thick wood structural panel Min. #1,000 strap (opposite side) Min. #1,000 hold-down Nails into header 2 rows 3 o.c. hold-down capacity #4,200 (1) 5/8" anchor bolt R Min. #4,200 hold-down R Method PFG Intermittent Portal Frame at Garage For use in SDC -C only Minimum 24" length Length of the panel is multiplied by 1.5 Header - 2' min. to 18' max. openings Method PFG Intermittent Portal Frame at Garage 1 or 2- Height Min. length 8' 24" 9' 27" 10' 30" Limited to 10' height maximum Including header height R R Other bracing methods per code report Prefabricated units Laminated Kraft-paper board Fiberboard in various thicknesses Per Code Report R

21 Topics asics: Continuous Method Introduction Getting Started asics raced Panel Construction Intermittent Methods Continuous Methods Mixing Methods WP Placement Connections Other Topics Main Concepts llows for narrow WP's without hold-downs WL's must be fully sheathed with wood structural panel or structural fiberboard sheathing (continuously sheathed) Continuous sheathing with is described in R Continuous sheathing with SF is described in R WL Spacing Required Length R & R asics: Continuous Method asics: Continuous Method Sheathing Requirements: 1. Sheath full height areas 2. Sheath above and below openings 3. djacent openings determine minimum WP length Opening Height Opening Height Too Narrow R & R R & R asics: Continuous Method asics: Continuous Method spect Ratio: The ratio of the height of a bracing unit to its length. 25' Max. 25' Max. spect Ratio = Height Length Height spect Ratio = 8' = 2 Length R & R WP Infill Sheathing R & R

22 8' 9/17/2012 asics: Continuous Method Method CS- Continuous Sheathing with Wood Structural Panel rea above and below openings fully sheathed Min 3/8 wood structural panel sheathing asics: Continuous Method Method CS- Full-height sheathed wall segments having a width equal or greater than Table R are counted toward the total bracing length. Wall minimum length is based on wall height and height of the adjacent clear opening. Method CS-SF Continuous Sheathing with Structural Fiberboard Sheathing rea above and below openings fully sheathed Min 1/2" structural fiberboard sheathing Too Narrow R & R R asics: Continuous Method Method CS- raced Panel Minimum Length H = 8 Minimum Length of WP (inches) 8-ft wall 9-ft wall 10-ft wall 85% H 100% H 67% H 32" 48" 24" Maximum Opening Next to the WP (% of wall height) % % % Table R asics: Continuous Method Method CS- raced Panel Length Requirements for Continuously Sheathed Wall Lines (in) Method CS- djacent Wall Height (ft) Clear Opening Height (ft) djacent Wall Height (ft) Clear Method Opening Height (ft) CS CS-G a CS-PF < a. Garage opening adjacent to method CS-G panel shall have header. Max opening height includes header height. Table R asics: Continuous Method asics: Continuous Method Method CS- Too narrow to be counted ll panel centers with 25' center-to-center Method CS-G Wood structural panel adjacent to garage opening Full-height sheathed wall segments to either side of garage openings Roof covering dead loads of 3 psf or less pplied to one wall only 4:1 aspect ratio 24" 108" 32" 24" 24" 24" < 25' < 25' < 25' < 25' 10' Max Garage Opening 36' R & Table R H/4 Table R

23 asics: Continuous Method Method CS-G Garage only, supporting roof with 3 psf covering. asics: Continuous Method Method CS-PF Continuous portal frame Walls on either or both sides of openings in garage may have wall segment with a maximum 6:1 height-to-length ratio. Standard Header 10' Max Garag Garage Opening e Openi ng 4:1 spect Ratio (24" min.) Table R H/6 Fully sheathed dwelling R asics: Continuous Method Method CS-PF Garage only, story above permitted. asics: Continuous Method Method CS-PF Extended Header Figure R :1 spect Ratio (16" min.) R P Portal Frame Test asics: Continuous Method Method CS-PF Table R : Tension Strap Capacity Required for Resisting Wind Pressures Perpendicular to 6:1 spect Ratio Walls MINIMUM WLL STUD FRMING NOMINL SIZE ND GRDE 2 4 No. 2 Grade MXIMUM PONY WLL HEIGHT (feet) MXIMUM TOTL WLL HEIGHT (feet) MXIMUM OPENING WIDTH (feet) SIC WIND SPEED (mph) Exposure Exposure C Tension strap capacity required (lbf) DR DR DR DR DR DR DR DR DR DR DR DR 23

24 asics: Continuous Method asics: Continuous Method Method CS-PF Table R cont.: Tension Strap Capacity Required for Resisting Wind Pressures Perpendicular to 6:1 spect Ratio Walls MINIMUM WLL STUD FRMING NOMINL SIZE ND GRDE MXIMUM PONY WLL HEIGHT (feet) (*DR = Design Required) MXIMUM TOTL WLL HEIGHT (feet) MXIMUM OPENING WIDTH (feet) SIC WIND SPEED (mph) Exposure Exposure C Tension strap capacity required (lbf) Method CS-PF Garage Door Plan View Garage Door 2 4 No. 2 Grade DR DR * DR DR DR DR DR DR 2 6 Stud Grade DR DR DR DR DR DR DR DR DR R asics: Continuous Method P Whole House Test CS-G CS-PF 4 asics: Continuous Method asics: Continuous Method d 5b 6b 100% 2d 10,000 lbf 8,000 lbf 6,000 lbf Method CS-SF Continuous Sheathing with Structural Fiberboard Wall minimum length based on wall height and height of adjacent clear opening Maximum wall height = 10 Length requirements for braced wall panels in Table R ,000 lbf ,000 lbf Displacement (in.) R

25 24" Corner 24" Corner 9/17/2012 asics: Continuous Method Continuous Sheathing Corner Requirements Gypsum Gypsum asics: Continuous Method Continuous Sheathing Corner Requirements Minimum required CS- = 24" corner detail CS-SF = 32" 16d nail at 12" o.c. 16d nail at 12" o.c. Plywood/OS or Structural Fiberboard Outside Corner Detail Inside Corner Detail R & R Plywood/OS or Structural Fiberboard R & R ' 84" 32" 36" 32" 36" WP WP 84" 18' asics: Continuous Method Topics Wall Parameter Continuous Sheathing Wood Structural Panel (CS-) Continuous Sheathing Structural Fiberboard (CS-SF) Introduction Getting Started asics raced Panel Construction Connections Other Topics Wind applicability < 110 mph 100 mph Seismic applicability -D 2 - C Permitted wall heights 8' to 12' 8 to 10' Corner return length (both sides of corner) 24" Min. (or hold downs at first WP) 32" Min. (or hold downs at first WP) Intermittent Methods Continuous Methods Mixing Methods WP Placement Panel end distance 12.5' 12.5' WL Spacing Required Length asics: Mixing Methods R raced Wall Panels WP method variation permitted from WL to WL within a story for intermittent and continuous sheathing asics: Mixing Methods R raced Wall Panels WP method variation within a WL permitted ONLY in SDC - and for detached houses in SDC C with intermittent bracing 25

26 Topics asics: WP Placement Introduction Getting Started asics raced Panel Construction Intermittent Methods Continuous Methods Mixing Methods WP Placement WL Spacing Connections Other Topics R raced Wall Panel Location (Intermittent Methods) Placement Requirements WP to begin no more than "X" feet from the end of a WL. Total combined distance of the end panels to each wall end shall not be more than "X" feet. WP located not more than 25' o.c. WP minimum length in accordance with its method. "X" = 12.5' Wind Combined distance for both ends of wall line Required Length R asics: WP Placement R raced Wall Panel Location Continuous Sheathing with Wood Structural Panel Methods CS-, CS-G, CS-PF Placement Requirements WPs to begin at each end of a WL. WP located not more than 25' o.c. minimum 24" corner return at each end of the braced wall line. In lieu of a corner return, an 800 lb hold-down may be fastened to the corner stud. asics: WP Placement R raced Wall Panel Location (Continuous Sheathing CS-, CS-G, CS-PF) Exceptions WP to begin no more than 12.5 feet from each end of a WL Wind Distance from end of WL = 12.5' If, 1. 24" panel on both sides of corner, or lb hold-down fastened to stud nearest the corner, or R R asics: WP Placement asics: WP Placement Summary Wind 25' Centers "X" End WP length Does this meet code? No, 25' maximum exceeded. Wind 25' Centers "X" End WP Width 12'-6" Max. 25' Max. 48" 48" 48" 48" 48" R , Figures R (1) and R (2) 36' R

27 asics: WP Placement asics: WP Placement Does this meet code? Yes, 25' maximum not exceeded. 20' Wind 25' Centers "X" End WP Length Overview Wall Parameter Intermittent CS- CS-SF Wind & SDC -C Wind & SDC -C Wind & SDC -C Panel end distance 12.5' Combined " 48" 48" Corner return length Not required 24" Min. (a) 32" Min. (a) (a) In lieu of a corner return, an 800 lb hold-down may be fastened to the side of the WP closest to the corner per R , exception item 2. 36' R asics: WP Placement asics: WP Placement Does this meet code? No, WP required to begin no more than 12'-6" from the end of the wall. 13' Wind 25' Centers "X" End WP Width 48" 48" 36' R R asics: WP Placement asics: WP Placement Does this meet code? No, width requirement not met. Wind & Seismic 25' Centers "X" End WP Width Does this meet code? Wind 25' Centers "X" End WP Width 48" 48" ' 18' R R

28 28" W 28" W 9/17/2012 asics: WP Placement asics: WP Placement Does the second story meet code? Does this meet code? Yes, width requirements are met. W Wind 25' Centers "X" End WP Width Equals R Wind 25' Centers "X" End WP Width 8' Note: If WP is supporting a story above, nailing must be a maximum 4ʺ o.c. 18' R & R asics: WP Placement asics: WP Placement How many WL's? asics: WP Placement Offset Limitations WP that are counted as part of a WL must be in line. Offsets out-of-plane up to shall be permitted such that the total out-to-out offset is not more than 8 feet. Start C End R

29 asics: WP Placement asics: WP Placement C C 16' 16' 2 2 R R asics: WP Placement asics: WP Placement 12'-6" Max. 6' 6' Max.? 6' Max. C Wind 25' Centers "X" End WP Width 16' 18' 2 25' R R asics: WP Placement asics: WP Placement 3' WP 2 WP 8' WL R R

30 Width RESISTNCE RESISTNCE 9/17/2012 asics: WP Placement asics: WP Placement How many WL's? WL R asics: WP Placement How many WL's? asics: WP Placement 1 WL 2 2 WL 3 Spacing Spacing Locating WL 2 here makes distance between WL's less. Topics asics: WL Spacing Introduction Getting Started asics Connections Other Topics Length raced Panel Construction 1 Intermittent Methods Continuous Methods Mixing Methods WP Placement WL Spacing 2 Required Length LOD R

31 Width RESISTNCE Width RESISTNCE RESISTNCE RESISTNCE 9/17/2012 asics: WL Spacing asics: WL Spacing Wind WL Spacing = 60' max. 1 Length 2 LOD, Table R , & R R asics: WL Spacing asics: WL Spacing 1 Length 50' max. SDC C 35' or 50' Spacing Townhouses only 1 25' WL Spacing Increase Required Factor = ' 2 LOD Table R (3) 2 R asics: WL Spacing Topics 1 20' 25' Introduction Getting Started asics raced Panel Construction Intermittent Intermittent Methods Methods Continuous Continuous Methods Methods Mixing WP Methods Placement Connections Other Topics 2 6' R WP WL Spacing Placement WL Required Spacing Length Required Length 31

32 16" PFH 28" W 9/17/2012 This section will answer the yet unanswered question: How much bracing is needed? Length = 48" + 48" = 8 12" 48" 48" ' R , & Table R (2) Length = 48" + 27" + 48" = " " min length requirement " braced panel is allowed with a reduced effective length 48" + 48" Length = = 8 12" 48" 36" 48" ' R ,, Table R (2), & R ' R , & Table R (2) Length Tables 2009 Two bracing length tables Wind Seismic Table R (2) Required bracing length is the maximum of the two tables bracing length x all adjustment factors Requirements ased on Wind Speed Wind Table based on these assumptions: Wind exposure category Mean roof height of 30 ft Eave to ridge height of 10 ft Wall height of 10 ft Two braced wall lines Required bracing length is determined by: Wind speed location Wall line spacing method R ,, Table R (2) & Table R (3) 32

33 Requirements ased on Wind Speed djustment Factors Wind bracing adjustment factors found in the footnotes of Table R (1) Footnote: a) Wind exposure category b) Mean roof height c) Eave-to-ridge height d) Wall height e) Number of braced wall lines f) pplication of gypsum board finish g) Single sided Method G factor h) Method LI gypsum finish board requirement i) Reduction factor for tie downs added to each braced wall panel djustment Factor Wind Exposure Category, Mean Roof Height, footnote a, b Number of Stories Exposure/Height Factor Exposure Exposure C Exposure D djustment Factor Roof Eave-to-Ridge Height Support Condition Roof Eave-to-Ridge Height < 5' 10' 15' 20' Roof only Roof + floor Roof + 2 floors NP NP Not Permitted Eave-to-ridge height djustment Factor Wall Height, footnote d Wall Height (ft) djustment Factor 10' 1.0 9' ' ' 1.1 Roof sail area that contributes to total structure sail area, footnote c djustment Factor Number of raced Wall Lines, footnote e djustment Factor No gypsum finish board applied to interior of wall line Number of raced Wall Lines djustment Factor > x, footnote f Method djustment Factor Method LI 1.8 x x Methods DW,, SF, PS, PCP, and HPS 1.4 raced wall line x raced wall line spacing x x x 33

34 Table R (1) Footnote djustment Factors Footnotes g, h, and i Methods Requirements djustment Factor g G Single sided gypsum 2.0 g h i G LI DW,, SF, PS, PCP, and HPS Double sided gypsum when fastened 4 o.c. at panel edges and blocked at horizontal joints Gypsum board must be attached to at least one side using Section R Method G fastening requirements In one story buildings and top of two or three story buildings, when 800 lb minimum uplift hold-downs are fastened to end studs of each braced wall panel in the braced wall line and to the framing or foundation below Requirements ased on Seismic Design Category Seismic Table based on these assumptions: Soil Class D Wall height of 10 ft Floor dead load of 10 psf Roof/ceiling dead load of 15 psf raced wall line spacing < 25 ft Required bracing length is determined by: Seismic design category location raced wall line length method Table R (2) & (3) Seismic bracing adjustment factors found in Table R (3) Height (R301.3) raced wall line spacing townhouses in SDC C Wall dead load Roof /Ceiling dead load for wall supporting djustment based on: Roof only or Roof + Floor djustment Factor <10 ft 1.0 > 10 ft, <12 ft 1.2 < 35 ft 1.0 > 35 ft, < 50 ft 1.43 < 8 lb 0.85 > 8 lb, < 15 lb 1.0 < 15 psf 1.0 Roof only > 15 psf, < 25 psf 1.1 Roof + Floor > 15 psf, < 25 psf 1.2 Walls with stone or masonry veneer in SDC C-D 2 See R Cripple Walls See Table R R (3) pplies To: ll bracing methods R , R , and R Required Length The following slides list adjustment factors for bracing length by uilding Type SDC Zone Wind Requirements Seismic Requirements Tables R (1), (2), & (3) Typical New England Colonial House uilding Type: ll Dwellings SDC Zone: & Wind Requirements: ll Seismic Requirements: None Per Code Report Description Table R (1) Footnote djustment Factor Minimum Total Length of.w.p.s N Wind Exposure a Roof Eave to Ridge Height b, c Wall Height d Number of raced Wall Lines e No gypsum finish f pproved hold-down added i

35 46 0 Evaluate bracing on first floor front and rear walls asic Wind Speed (mph) < 90 (mph) Location Minimum Total Length of raced Wall Panels raced Required long Each raced Wall Line Wall Line Methods Spacing Method G Method DW,, Continuous (ft) (double LI SF, PS, Sheathing sided) PCP, HPS Minimum Total Length of raced Wall Panels raced Required long Each raced Wall Line asic Wind Wall Line Speed Methods Location Spacing Method G (mph) Method DW,, Continuous (ft) (double LI SF, PS, Sheathing sided) PCP, HPS Calculate 30 bracing 9.5 length 9.5 required 5.5 from Table = 3.0 ; x 40% 15.5 = 1.2 ; = < 90 (mph) wall 8 wall Description djustment Factors Wind Exposure () Roof Eave to Ridge Height (<15 ) Wall Height (8 ) Number of raced Wall Lines (2) No gypsum finish (No) pproved hold-down added (No) < 15 ridge height Perpendicular wall = 44 Total multiplier = asics: WP Placement pply multiplier to calculation = 3.0 ; 3.0 x 40% = 1.2 ; = 15.2 x 1.17 = 17.8 Identify location for wall bracing panels. Where are the bracing units? Intermediate? CS-? 17.8?

36 asic Wind Speed (mph) < 90 (mph) Location raced Wall Line Spacing (ft) Minimum Total Length of raced Wall Panels Required long Each raced Wall Line Method LI Method G (double sided) Methods DW,, Continuous SF, PS, Sheathing PCP, HPS = 2.5 ; 2.5 x % = 0.5 ; = Calculate bracing length required from Table 8 wall 8 wall Description djustment Factors Wind Exposure () Roof Eave to Ridge Height (<15 ) Wall Height (8 ) Number of raced Wall Lines (3) No gypsum finish (No) pproved hold-down added (No) < 15 ridge height Perpendicular wall = 42 Total multiplier = asics: WP Placement Identify location for wall bracing panels. Where are the bracing units? Intermediate? CS-? 10.6? 22 0 pply multiplier to calculation = 2.5 ; 2.5 x 20% = 0.5 ; = 7.0 ; 7.0 x 1.52 =

37 uilding Type: ll Dwellings SDC Zone: Recall, C Wind Requirements: ll Seismic Requirements: Varies R Seismic provisions. The seismic provisions of this code shall apply to SDC C, D 0, D 1 and D 2 Exception: Detached one- and two-family dwellings located in Seismic Design Category C are exempt from the seismic requirements of this code. uilding Type: Townhouses only SDC Zone: C Wind Requirements Description Wind Requirements: Table R (1) Footnote djustment Factor Minimum Total Length of.w.p.s N Wind Exposure a Roof Eave to Ridge Height b, c Wall Height d Number of raced Wall Lines e No gypsum finish f pproved hold-down added i 0.8 ll Seismic Requirements: SDC C uilding Type: Townhouses only SDC Zone: C Wind Requirements: ll Seismic Requirements: SDC C SF One 105 mph SDC?? Perpendicular WL = 24 Seismic Requirements Description djustment Factor Minimum Total Length of.w.p.s Table R (2) Height raced Wall Line Spacing Wall Dead Load Roof/Ceiling Dead Load Walls with Stone or Masonry Veneer See R Cripple Walls See R Table R (3) 8' Garage Opening 18 2 asic Wind Speed (mph) < 110 (mph) Location raced Wall Line Spacing (ft) Minimum Total Length of raced Wall Panels Required long Each raced Wall Line Method LI Method G (double sided) Methods DW,, SF, PS, PCP, HPS Continuous Sheathing SF One 8' 105 mph SDC 8.5' N Total Length = 8 vs. 8.5 Required is insufficient. (From Table 30 WL) Garage Opening 18' 2 R & 37

38 SF One 105 mph SDC 6.8' N Interpolated required bracing length = 7 Wall height is 8, apply adjustment factor of 0.9 Total Length = 8 vs. 6.8 Required is OK (From Table 20 & 30 WLs and footnote d) = 2.5 ; 40% x 2.5 = 1.0 ; = 7.5 ; 7.5 x.9 = mph SDC ottom?? Perpendicular WL = 24 8' Garage Opening 10' 18' 2 20' 2 R & asic Wind Speed (mph) < 90 (mph) Location raced Wall Line Spacing (ft) Minimum Total Length of raced Wall Panels Required long Each raced Wall Line Method LI Method G (double sided) Methods DW,, Continuous SF, PS, Sheathing PCP, HPS ottom 10' 90 mph SDC 10.5 N Total Length = 8 vs Required is insufficient (From Table 30 WL) 20' 2 ottom 90 mph SDC 8.7 N Interpolated required bracing length = 8.7 Total Length = 8 vs. 8.7 Required is insufficient (From Table 20 & 30 WLs) = 3 ; 40% x 3 = 1.2 ; = 8.7 ottom 105 mph SDC? N Perpendicular WL = 36 36' 7' 9' 6' 10' 7' 10' 8' 20' 2 38

39 asic Wind Speed (mph) < 110 (mph) Location raced Wall Line Spacing (ft) Minimum Total Length of raced Wall Panels Required long Each raced Wall Line Method LI Method G (double sided) Methods DW,, SF, PS, PCP, HPS Continuous Sheathing ottom 105 mph SDC 20.5' N Total Length = 20 vs Required is insufficient (From Table 40 WL) 36' 7' 9' 6' 10' 7' R & 8' Interpolated required bracing length = mph SDC Total Length = 20 vs Required 18.7' N is OK (From Table 30 & 40 WLs) = 4.5 ; 4.5 x 60% = 2.7 ; = ' 7' 9' 6' 10' 7' ottom 8' W ottom 10' 105 mph SDC? N 32" W Perpendicular WL = ' 4" 3/8" min. thickness wood structural panel, nailing max. 4" o.c. hold-downs required, min. #3,000 capacity 4" o.c. 32" W Equals R & asic Wind Speed (mph) < 110 (mph) Location raced Wall Line Spacing (ft) Minimum Total Length of raced Wall Panels Required long Each raced Wall Line Method LI Method G (double sided) Methods DW,, SF, PS, PCP, HPS Continuous Sheathing W ottom = 5 ;.13% x 5 =.65 ; = ' 4" 32" W 10' 105 mph SDC 16' N Total Length = 8 vs. 16 Required is insufficient (From Table 30 WL) 32" W R & Equals 39

40 Method CS- CS- 2' 90 mph SDC ottom? N 18" 9' Perpendicular WL = 40 40' 18" 27" 27" asic Wind Speed (mph) < 90 (mph) Location raced Wall Line Spacing (ft) Minimum Total Length of raced Wall Panels Required long Each raced Wall Line Method LI Method G (double sided) Methods DW,, Continuous SF, PS, Sheathing PCP, HPS Method CS- Method CS- 2' CS- 90 mph SDC ottom 12' N Total Length = 11.5 vs. 12 Required is insufficient (From Table 40 WL) 2' CS- 90 mph SDC ottom 11. N Total Length = 11.5 vs Required is OK 0.95 x 12 = 11.4 Footnote d. = 9 walls 95% multiplier; 12.0 x 95% = " 21" 40' 48" 48" 21" 21" 40' 48" 48" 9' 9' Portal Frames Method CS- CS-G One 90 mph SDC C? N Perpendicular WL = 24 Garage Opening 2' 16' 2' Light frame roof 3 psf max. dead load 8' asic Wind Speed (mph) < 90 (mph) Location raced Wall Line Spacing (ft) Minimum Total Length of raced Wall Panels Required long Each raced Wall Line Method LI Method G (double sided) Methods DW,, Continuous SF, PS, Sheathing PCP, HPS

41 Method CS-G CS-G 105 mph SDC C One 3.5' N Total Length = 4 vs. 3.5 Required is OK Method CS-PF CS-PF 105 mph SDC One? N 20" Perpendicular WL = 29 29' 20" 20" Double portal and single portal configuration Light frame roof 3 psf max. dead load Garage Opening 8' Garage Opening Garage Opening 10' 2' 16' 2' R & 6:1 spect Ratio R & asic Wind Speed (mph) < 110 (mph) Location raced Wall Line Spacing (ft) Minimum Total Length of raced Wall Panels Required long Each raced Wall Line Method LI Method G (double sided) Methods DW,, SF, PS, PCP, HPS Continuous Sheathing Method CS-PF CS-PF 105 mph SDC One 7' N 20" Garage Opening Total Length = 5 vs. 7 Required is insufficient 29' 20" 20" Garage Opening 10' Method 90 mph SDC ottom? N 12'-6" Wind Perpendicular WL = 40 25' Centers "X" End WP Width? Length 48" 48" 36' asic Wind Speed (mph) < 90 (mph) Location raced Wall Line Spacing (ft) Minimum Total Length of raced Wall Panels Required long Each raced Wall Line Method LI Method G (double sided) Methods DW,, SF, PS, PCP, HPS Continuous Sheathing

42 48" 60" 64" 9/17/2012 Method 90 mph SDC ottom 1 N Placement Requirement + = 8' Wind Requirement 1 F I L Wind Requirement 25' Centers "X" End WP Width Length Method 90 mph SDC ottom 1 N 12'-6" Placement Requirement + = 8' Wind Requirement 1 9' ' = 14.33' Wind Requirement 25' Centers "X" End WP Width Length 48" 48" 12'-6" 36' 36' R & R & Topics Connections: Corners Introduction Getting Started asics Connections Other Topics R ngled Corners 2 Corners bove & elow Wall sheathing in a diagonal wall section may be counted for a wall line s bracing length if the diagonal wall line is 8ʹ or less in length. Connections: Corners raced Panel Starting Location Wind Up to 12.5' combined (intermittent) Up to 12.5' each end (continuous) Distance from Corner Seismic 0' for Non-Method 8' for Method each end Connections: Corners raced Panel Starting Location Seismic Up to 8' for Method per illustration below Method only Up to 8' Up to 8' 8' to 12' Corner (end of wall line) R ' min. Segment does not count as bracing (Unless dwelling is continuously sheathed per R ) R

43 Topics Connection: bove & elow Introduction Getting Started asics Connections Other Topics Corners & Collectors bove & elow WP sole plates and top plates connections per Table R602.3(1) R Connection: bove & elow Connection: bove & elow When braced walls are perpendicular to joists above or below, blocking shall be provided above or below and in line with the WPs WP WP WP 3.7 WP Perpendicular to Framing 8d nails at 6" o.c. 8d (2-1/2" x 0.113") Connection framing added (3) 16d nails at 16" o.c. along WP 16d (3-1/2" x 0.135") R Figure R (1) & Table R602.3(1) Connection: bove & elow Connection: bove & elow WP locking (not parallel) WP Parallel to Framing 8d nails toenailed at 6"o.c. Where joists are parallel to WPs above or below where a parallel framing member cannot be located full-depth blocking at 16 inch spacing shall be provided R & Table R602.3(1) (3) 16d nails at 16" o.c. along WP Figure R (2) & Table R602.3(1) Connection framing added 43

44 Connection: bove & elow Connection: bove & elow Top Plate Splice (8) 16d nails each side of splice Notes: 1) 16d (3-1/2 x 0.135") Splice 2' Min. Seismic Intermediate Connections WP Connection Requirements to Roof Framing SDC Wind Speed SDC,, C Wind < 100 mph SDC D0, D1, D2 Wind > 100 mph ll SDCs Wind < 110 mph Distance (ottom of roof sheathing to top of plate) 9.25" or less 9.25" to 15.25" 15.25" or less 15.25" to 48" (1) Rafter or truss plate connection per Table R602.3(1) locking 1 Not required, attach per R602.3(1) Per R and Figure R (1) Required per R and Figure R (1) Required per R and Figure R (2) or R (3) R R Connection: bove & elow WP Perpendicular to Rafters or Roof Trusses For SDC, and C and wind speeds less than 100 mph, where 9.25 < distance < top of the rafters to perpendicular top plates The rafters connected to the top plates of braced wall panels with blocking and fastened with 6 oc along braced wall panels In accordance with Figure R (1) and attached using Table R602.3(1). Figure R (1) Connection: bove & elow WP Perpendicular to Rafters or Roof Trusses For all Seismic Design Categories and wind speeds, where Distance >15.25 top of rafters or roof trusses to perpendicular top plates Perpendicular rafters or roof trusses shall be connected to the top plates of braced wall panels in accordance with Figure R (2) or Figure R (3) Figure R (2)) Connection: bove & elow WP Perpendicular to Rafters or Roof Trusses Figure R (3)) Connection: bove & elow Uplift Load Path raced wall panels on exterior walls supporting roof rafters or trusses shall have framing members fastened by: Fastened in accordance with Table R602.3(1) when Wind speed < 90 mph in Wind Exposure Roof pitch 5:12 or less and Roof span < 32 ft Net uplift < 100 plf determined in accordance with R pproved uplift framing connectors required when Wind speed > 90 mph Net uplift > 100 plf and fasteners designed to resist combined uplift and shear forces by an engineer R

45 Topics Topics Introduction Getting Started asics Connections Other Topics Introduction Getting Started asics Connections Other Topics Corners & Collectors Examples bove & elow Examples Examples Symbol LI DW Description Diagonal let-in Diagonal wood boards Wood structural panel Symbol W PFH CS- Description lternate WP lt. WP adj. opening Continuous sheathing Example 1 SDC C, Single-family dwelling Wind 90 mph Method Two stories Wall height is 9 ft both stories Top 90 mph SDC C SF G PS PCP Structural fiberboard Gypsum wallboard Particleboard Portland cement CS-G CS-PF CS- SF Continuous 4:1 Continuous 6:1 Continuous sheathing Example Highlights: percent based on wind. This structure is exempt from the seismic requirements. WP's on the second floor can be placed over an opening on the first floor. WP's are permitted to occur up to 12.5 feet away from the ends of WL's. HS Hardboard SECOND FLOOR WLL RCING Description Example 1 SDC, Single-family dwelling Wind 90 mph Method Second story with roof above Wall height is 9 ft djustment Factors Wind Exposure C (C) Roof Eave to Ridge Height (<15 ) Wall Height Number of raced Wall Lines Gypsum finish Yes pproved hold-down added No Total multiplier = 1.73 Top Wall 90 SDC Line mph C 1, 2? N/,? " 2 36'-10" Upper 45

46 8 ft 8 ft 9/17/2012 asic Wind Speed (mph) < 90 (mph) SECOND FLOOR WLL RCING Location raced Wall Line Spacing (ft) Minimum Total Length of raced Wall Panels Required long Each raced Wall Line Method LI Method G (double sided) Methods DW,, Continuous SF, PS, Sheathing PCP, HPS Wall 90 SDC Line mph C Top 1, ft N/,? " 2 Upper 36'-10" 9' 7' ft No 8 ft 4 4 9' 10' No 1,2: = 2.0 ; 2.0 x 68% = 1..4 ; = 6.9 ; 6.9 x 1.73 = Top Wall 90 SDC Line mph C 1, ft N/, 8.22 ft 36'-10" Upper Examples " Example 1, Continued SDC C, Single-family dwelling Wind 90 mph Method Roof plus 1 floor (bottom of two stories) Wall Height is 8 ft 90 mph SDC C ottom 12' 2 4,: = 1.5 ; 1.5 x 50% =.75 ; = 4.75 ; 4.75 x 1.73 = 8.22 No No Description Example 1 SDC, Single-family dwelling Wind 90 mph Method First story with floor and roof above Wall height is 9 ft djustment Factors Wind Exposure C (C) Roof Eave to Ridge Height FIRST FLOOR WLL RCING (<15 ) Wall Height Number of raced Wall Lines Gypsum finish Yes pproved hold-down added No Total multiplier = 1.53 ottom Wall 90 mph SDC C Line 1, 2? N/,? " 2 36'-10" ottom 46

47 SF SF SF SF SF SF SF SF ft SF SF SF SF SF 12 ft SF SF SF 9/17/2012 asic Wind Speed (mph) < 90 (mph) FIRST FLOOR WLL RCING Location raced Wall Line Spacing (ft) Minimum Total Length of raced Wall Panels Required long Each raced Wall Line Method LI Method G (double sided) Methods DW,, Continuous SF, PS, Sheathing PCP, HPS Wall 90 mph SDC C Line ottom 1, 2? N/,? " 2 ottom 36'-10" 36'-10" 11'-2" 6' 10'-7" 10 ft NG 12 ft OK Wall 90 mph SDC C Line ottom 1, ft N/,? 36'-10" 36'-10" ottom ottom Wall 90 mph SDC C Line 1, ft N/, ft 36'-10" ottom 1 11'-2" 6' 10 ft No 1,2: = 3.5 ; 3.5 x 68% = 2.4 ; = 12.9 ; 12.9 x 1.53 = ' 3-6ʺ 2-11" 4-6ʺ 2-11" 4-6ʺ 2 10'-7" 12 ft No 2 5-6ʺ 4-6ʺ,: = 3.0 ; 3.0 x 50% = 1.5 ; = 9.0 ; 9.0 x 1.53 = 13.8 No No What if house is in Wind Exposure? Description djustment Factors Upper floor Wind Exposure () Roof Eave to Ridge Height (<15 ) Wall Height Number of raced Wall Lines Gypsum finish Yes pproved hold-down added No Multiplier goes from 1.73 to 1.24 Description djustment Factors Lower floor Wind Exposure () Roof Eave to Ridge Height (<15 ) Wall Height Number of raced Wall Lines Gypsum finish Yes pproved hold-down added No Multiplier goes from 1.53 to 1.09 Wind Exposure C SF Top Wall Line mph 2-11" SDC C 1, ft N/, 8.22 ft SF 4 SF 4 36'-10" 9' 7' SF 4 SF 4 SF 4 SF 4 9' 10' Upper 1,2: = 2.0 ; 2.0 x 68% = 1..4 ; = 6.9 ; 6.9 x 1.24 = 8.55,: = 1.5 ; 1.5 x 50% =.75 ; = 4.75 ; 4.75 x 1.24 = 5.9 SF 4 SF 4 12' 47

48 SF SF SF SF SF SF 9/17/2012 ottom Wind Exposure C Wall Line 1 4-6ʺ 2-11" 2 90 Mph SDC C 1, ft, 13.8 ft 3' 5-6ʺ N/ 36'-10" 11'-2" 6' 4 4 F 4 4 ottom 4 10'-7" 3-6ʺ 4-6ʺ 4-6ʺ Example 3 SDC Wind 95 mph Method & G 1 Examples Example Highlights: Strategic placement of WL's. Different bracing methods can be used together. pplication of PFH One G One 95 mph SDC 95 mph SDC 1,2: = 3.5 ; 3.5 x 68% = 2.4 ; = 12.9 ; 12.9 x 1.09 = 14.06,: = 3.0 ; 3.0 x 50% = 1.5 ; = 9.0 ; 9.0 x 1.09 = 9.81 C D E C D E 17'-2" 17' 27'-11" 15'-7" 17'-2" 17' 27'-11" 15'-7" 1 8' 1 8' 28'-10" 28'-10" 6-6" 6-6" 2 3'-8" 2 3'-8" 27'-8" 27'-8" '-8" '-8" C D E C D E 17'-2" 17' 27'-11" 15'-7" 17'-2" 17' 27'-11" 15'-7" 1 8' 1 8' 28'-10" 28'-10" 21' x 28'-10" 6-6" 6-6" 2 3'-8" 2 3'-8" 27'-8" 27'-8" 3-2" x 31'-8" Design SDC Wind 95 mph Method & G 1 15'-7" x 27'-8" '-8" '-8" 48

49 Typical New England Colonial House (2) FIRST FLOOR WLL RCING 8 wall 9 wall Description djustment Factors Wind Exposure () Roof Eave to Ridge Height (<15 ) Wall Height Number of raced Wall Lines Gypsum finish Yes pproved hold-down added No Total multiplier = 1.09 Typical New England Colonial House (2) FIRST FLOOR WLL RCING asic Wind Speed (mph) < 100 (mph) Location raced Wall Line Spacing (ft) Minimum Total Length of raced Wall Panels Required long Each raced Wall Line Method LI Method G (double sided) Methods DW,, Continuous SF, PS, Sheathing PCP, HPS Perpendicular Wall = 41 ; First story of 2; 90 mph; CS x 1.09 = 16.9 (203 ) ack wall = Typical New England Colonial House (2) Front wall =

50 Description djustment Factors Wind Exposure () Roof Eave to Ridge Height FIRST FLOOR WLL RCING (<15 ) Wall Height Number of raced Wall Lines Gypsum finish Yes pproved hold-down added No Total multiplier = 1.42 asic Wind Speed (mph) < 100 (mph) FIRST FLOOR WLL RCING Location raced Wall Line Spacing (ft) Minimum Total Length of raced Wall Panels Required long Each raced Wall Line Method LI Method G (double sided) Methods DW,, Continuous SF, PS, Sheathing PCP, HPS Perpendicular Wall = 41 ; First story of 2; 90 mph; CS- 8.0 x 1.42 = 11.4 (137 ) ack wall = Questions? Front wall = Product Support Help Desk ddress: help@apawood.org Phone: (253)