15LS03 Designing Wood-Frame Structures For High Winds V2
Designing Wood FrameStructures For HighWinds
“The Wood Products Council” isa Registered Provider with TheAmerican Institute of ArchitectsContinuing Education Systems(AIA/CES), Provider #G516.Credit(s) earned on completionof this course will be reported toAIA CES for AIA members.Certificates of Completion forboth AIA members and non-AIAmembers are available uponrequest.This course is registeredwith AIA CES for continuingprofessional education. Assuch, it does not includecontent that may bedeemed or construed to bean approval orendorsement by the AIA ofany material ofconstruction or any methodor manner ofhandling, using,distributing, or dealing inany material or product.Questions related to specificmaterials, methods, and services willbe addressed at the conclusion of thispresentation.
Course DescriptionWood framing is conducive to meeting the challenges of windresistive design. Among its characteristics, wood can carrysubstantially greater maximum loads for short durations of time asis the case in high-wind events. Wood buildings also tend to includemultiple and often redundant load paths for resistance to windforces. This presentation will cover the design of a building’s windresisting system, including wind load calculations, diaphragms,shear walls and collectors. Load path continuity will be discussed,as will unique design considerations for designing wood-framestructures to resist uplift, in-plane, and out-of-plane wind loads.Design examples will be presented to illustrate relevant designprocedures and detailing best practices.
Learning Objectives1. Review the parameters for building wind loadcalculations per ASCE 7 and the International BuildingCode.2. Examine the three main types of building wind loads(uplift, in-plane, and out-of-plane) and designconsiderations associated with each.3. Discuss common wood-frame shear wall, diaphragm,and tie-down systems.4. Recognize the benefits of redundancy in windresisting wood-frame systems.
Overview WindCalculating Wind LoadsUpliftWall DesignDiaphragmsShearwalls
Making our Buildings Safe - WindHigh wind loads acting on a building are a result of a variety of typesof windstorms which have differing natures and occurrences. Buildingdesign should include wind load resistance and account for thecharacteristics of the type of storms that can impact the building.
Making our Buildings Safe - HurricanesImage Source: Whole Building Design Guide
Making our Buildings Safe - TornadoesImage Source: Whole Building Design Guide
Using Wood to Resist Wind: Benefits“Experience has shown that code-compliant wood buildingsperform exceedingly well during high wind events such ashurricanes. Wood is strong and most wood-frame buildingsoffer the advantage of repetitive members and multipleconnections, which together create redundant load paths toeffectively transfer wind forces from the building envelope tothe foundation and soil below”.Quote Source: Wind-Resistive Design of Wood Buildings, AWCPhoto: New Genesis Apartments, Killefer Flammang Architects, KC Kim, GB Construction
Why Wood?Wood Costs LessWood is VersatileWood Meets CodeWood is DurableWood is RenewableUsing Wood Helps Reduce Your Environmental ImpactWood Products Play a Significant Role in Modern Economy
Wind LoadsWind loads acting on buildingsare modeled as uniformsurface loads. Wind loads cancreate both positive andnegative loads (inwards andoutwards loads) on buildingsurfaces and create threedifferent loading conditions: Uplift Racking/overturning Sliding/shear
Wind Force DistributionImage Source: Whole Building Design Guide
Wind Load DemandASCE 7: Referenced Standard.Provides information requiredto determine wind forces on astructureIBC: Base Code – ReferencesASCE 7 for determination ofwind forces on structures
Calculating Wind Loads ASCE 7-05§Chpt. 6: Contained All Provisions ASCE 7-10§§§§§§Chpt. 26: General RequirementsChpt. 27: MWFRS – DirectionalChpt. 28: MWFRS – EnvelopedChpt. 29: Other StructuresChpt. 30: Components & CladdingAppendices
Determine Basic Wind Speed, V mph115Per ASCE 7-10 Fig. 26.5-1A
Determine Basic Wind Speed, V ASCE 7-05§§ASD Loads90 mph per fig. 6-1 ASCE 7-10 (figures incorporate importancefactor)§§§§Ultimate Loads115 mph per figure 26.5-1Afor RK II120 mph per figure 26.5-1Bfor RK III & IV105 mph per figure 26.5-1Cfor RK INote: RK Risk CategoryImage Source: SK Ghosh Associates
Wind Speed By Location Softwarewindspeed.atcouncil.org
Running the Numbers: Velocity Pressure qz 0.00256KzKztKdV2§qz velocity pressure (psf)§Kz – Exposure coefficient, Table 30.3-1 (7-05Table 6-3)§Kzt – Topographic factor, Figure 26.8-1 (7-05Figure 6-4)§ Kd– Directionality factor, Table 26.6-1 (7-05Table 6-4)
Wind Loads Types2 Types of Wind Loads MWFRS – Main Wind Force Resisting SystemAn assemblage of structural elements assigned toprovide support and stability for the overall structure.The system generally receives wind loading from morethan one surface. Eg. Shearwalls, diaphragms C&C – Components & CladdingElements of the building envelope that do not qualifyas part of the MWFRS. Eg. Wall studs
MWFRS Method OptionsTwo Methods of Calculating MWFRS loads: Envelope: Pressure coefficients represent“pseudo” loading that envelope the desiredmoment, shear. Limited to low-rise Directional: Pressure coefficients reflect windloading on each surface as a function of winddirection
MWFRS Method OptionsHow to decide which method to use:Envelope: ASCE 7-10 Chapter 28 Part 1: Can be used for all regular-shapedenclosed & partially enclosed buildings withmean roof height 60 ft Part 2 (Simplified): Can be used for all regularshaped, enclosed, simple diaphragm buildingswith mean roof height 60 ft
MWFRS Method OptionsHow to decide which method to use:Directional: ASCE 7-10 Chapter 27 Part 1: Can be used for all regular-shapedbuildings Part 2 (Simplified): Can be used for all regularshaped, enclosed, simple diaphragm buildingswith mean roof height 160 ft
MWFRS Method OptionsASCE 7-10 MWFRS OptionsPart 2:Enclosed,SimpleDiaphragmBuildingswith h 160 ftEnvelope Method CH 28Part 1:Enclosed& PartiallyEnclosedBuildingswith h 60 ftPart 2:Enclosed,SimpleDiaphragmBuildingswith h 60 ftNote: Wind Tunnel Procedure (ASCE 7-10 Chpt 31) can also be usedSimplified, EnvelopePart 1:Enclosed,PartiallyEnclosed,OpenBuildingsAll HeightsSimplified, DirectionalDirectional Method, CH 27
Simple Diaphragm BuildingsA building in which both windward and leewardwind loads are transmitted by roof and verticallyspanning wall assemblies, through continuous floorand roof diaphragms, to the MWFRS.Simple Diaphragm BuildingNon-Simple Diaphragm Building
Comparison of methods to calculate MWFRS (GCpf)Example: Flat Roof, 30’ x 60’ Building:Ch. 27 Directional Windward Wall (0.8)Leeward Walls (-0.3)Determine Gust Effect (G) 0.85For MWFRS GCpf (1.1)(0.85) 0.935ASCE 7-10 Figure 27.4-1Ch. 28 Enveloped§§§§Limited to Low-Rise (h 60’)Windward Wall (0.4)Leeward Wall (-0.29)For MWFRS GCpf 0.69ASCE 7-10 Figure 28.4-135% difference in loading not accounting for end zones.
MWFRS Method OptionsBeneficial to usethe envelopemethod when itslimitations are metASCE 7-10 Fig. C28.4-1
Minimum Wind LoadsFor both the Directional & Envelope Methods, considerminimum wind loads:ASCE 7-10 Sections 27.1.5 & 28.4.4:Wind Loads for MWFRS in an enclosed or partiallyenclosed building shall not be less than:§ 16 psf (ultimate or 10 psf ASD) for walls§ 8 psf (ultimate or 5 psf ASD) for roofsWall and roof loads shall be applied simultaneously. Thedesign wind force for open buildings shall be not lessthan 16 psf ultimate (open building provisions applyonly to Directional Method).
Building EnclosureAccounts for degree to which wind forces can enterand exit a structure, creating varying amounts ofinternal wind pressure3 building enclosure classifications:Open, Partially Enclosed, and Enclosed
Running the Numbers: Design Wind Pressure p qh[(GCp) – (GCpi)]§p Design wind pressure (psf)§qh velocity pressure (psf)§GCp: External pressure coefficientFigures 27.4-1, 28.4-1, 30.4-1Note: Figure 27.4-1 also requires Gust effect factor (G) persection 26.9§GCpi: Internal pressure coefficient, Table 26.111 (7-05 Figure 6-5)
Internal Pressure Coefficient – Table 26.11-1 /- 0.18 - Enclosed /- 0.55 – Partially Enclosed
Actual Wind LoadsComparing ASCE 7-05 to ASCE 7-10:Load Combinations:7. 0.6D W (ASCE 7-05)7. 0.6D 0.6W (ASCE 7-10)3 Second Wind Speed:90 mph (ASCE 7-05)115 mph * 0.6 89 mph (ASCE 7-10)Final load on building is very similar
IBC’s Alternate All-Heights MethodIBC Section 1609.6 provides an alternative to theDirectional Wind Load Procedure in ASCE 7Alternate All-Heights MethodLimitations such as: Building Height 75 ft Building Height/Width 4 Building has simple diaphragm Others (IBC 1609.6.1)Pnet 0.00256V2KzCnetKzt
IBC’s Alternate All-Heights MethodPnet 0.00256V2KzCnetKzt V Basic wind speed (ASCE 7) Kz Exposure coefficient (ASCE 7) Kzt Topographic factor (ASCE 7) Cnet Net-pressure coefficient (IBC Table 1609.6.2)
IBC’s Alternate All-Heights MethodIBC Table 1609.6.2
Wind Borne Debris RegionsPer ASCE 7-10, section 26.2, Wind Borne Debris regions areAreas within hurricane-prone regions where impact protectionis required for glazed openings (buildings in Risk Category I areexempt – ASCE 26.10.3 & IBC 1609.1.2)Protection of glazed openings is required (ASCE 7 26.10.3): Within 1 mile of the coastal mean high water line wherethe basic wind speed is equal to or greater than 130 mph,or In areas where the basic wind speed is equal to or greaterthan 140 mph Other exemptions, testing requirements given in ASCE 7-10,section 26.10.3
Wind Borne Debris RegionsImage: greenheck.com
Wind Borne Debris RegionsFailed openings can change a structure from enclosed topartially enclosed, significantly increasing wind forces
Let’s Talk About Wood1. Uplift – Load Path Continuity2. Wall – Stud Design3. Diaphragms4. Shearwalls
Uplift Wind LoadsUplift – Outward (suction) force acting on roofLoad path - roof to foundation required unless deadload is greater than uplift
Uplift LoadsSource: strongtie.com
Methods to Resist Uplift Loads Mechanical connectors (straps, hurricane ties, screws, threaded rods) Sheathing Dead LoadsSource: strongtie.com
Uplift Resistance: Mechanical ConnectorsSource: IIBHS
Uplift Resistance: Wall Sheathing When joints, fasteners are considered, can use sheathing to resistuplift SDPWS Section 4.4SDPWS Figure 4I
Uplift Resistance: Direct Load PathImportant to detail uplift restraint connectors to providedirect load path
Roof Geometry & UpliftImage Source: Whole Building Design Guide
Uplift: MWFRS or C&C?Consider member part of MWFRS if: Tributary Area 700ft2 per ASCE 7-10 30.2.3 Load coming from more than one surface per ASCE 7-10 26.2
Uplift: MWFRS or C&C?AWC’s WFCM commentary C1.1.2 states that MWFRSis used for all uplift conditions:The rationale for using MWFRS loadsfor computing the uplift of roofassemblies recognizes that thespatial and temporal pressurefluctuations that cause the highercoefficients for components andcladding are effectively averaged bywind effects on different roofsurfaces.
Uplift: MWFRS or C&C?ASCE 7-10 26.2 commentary provides some discussionon uplift & MWFRS vs. C&C.Components receive wind loads directlyor from cladding and transfer the loadto the MWFRS. Examples ofcomponents include fasteners, purlins,girts, studs, roof decking, and rooftrusses. Components can be part of theMWFRS when they act as shear wallsor roof diaphragms, but they may alsobe loaded as individual components.
Effective Wind AreaFor wind design, tributary area does not necessarily effective wind areaEffective Wind Area (EWA) - Two cases: Area of building surface contributing to force beingconsidered (tributary area) Long and narrow area (wall studs, roof trusses): widthof effective area may be taken as 1/3 length; increaseseffective area, decreases load (per ASCE 7-10 section26.2 commentary); EWA L2/3
Effective Wind Area ExampleTrib. A (44)(2) 88 ft244’-0”EWA 442/3 645 ft244’-0”Trusses@ 2’ o.c.Trusses@ 2’ o.c.
Uplift Example Calculation Roof Framing Rafter 20’ Span 2’ Spacing 2’ Overhang 115 mph Exposure B Roof H 80 ft 65’x220’Photo credit: Matt Todd & PBArchitects
MWFRS - External Pressure CoefficientLook at wind acting on building’s long side:L 65 ft, h/L 80/65 1.23Cp 1.3, -0.18ASCE 7-10 Fig. 27.4-1
MWFRS - Running the numbers GCp: (0.85)(-1.3) 1.105 (26.9.4 & Fig. 27.4-1) GCpi: 0.18 (Table 26.11-1) qh 0.00256KzKztKdV2§§§§Kz : 0.93 – Table 27.3-1Kzt : 1.00 - Figure 26.8-1Kd : 0.85 - Table 26.6-1Vu: 115 mph qh 26.8 psf p (26.8 psf)(-1.105 (-0.18)) 34.4 psf
MWFRS - Roof Overhang per section 27.4.4 For Overhangs: ASCE 7 27.4.4 – use Cp 0.8 on underside ofoverhang, use same top pressures calculated for typ. roof poh (26.8 psf)(-0.8)(0.85) 18.2 psf pext (26.8 psf)(-1.105) 29.6 psfpext poh net 18.2 29.6 47.8 psfPohpintPer ASCE 7-10 section 27.4.4
MWRFS - Determining the Uplift Load p (34.4 psf)(2ft) 68.8 plf poh (47.8 psf)(2ft) 95.6 plf95.6 plf68.8 plfUplift 0.6(95.6 plf(2ft.) 68.8 plf*20ft/2) 528 lbsDead Load 0.6((2 20/2)*10psf*2ft) 144 lbsNet Uplift at Left Support 528 lbs -144 lbs 384 lbsNote: It is common practice to use 2 sets of dead loads: highest potential dead loads for gravity,lowest potential dead loads for uplift
C&C - External Pressure Coefficient3 zones with differing wind loads:1: Field2: Perimeter3: Salient cornersa smaller of 10% of leasthorizontal dimension or 0.4h, butnot less than either 4% of leasthorizontal dimension of 3 ftASCE 7-10 Fig. 30.4-2A
C&C - External Pressure Coefficient – Fig. 30.4-2AEWA H2/3 222/3 161ft2GCP -1.1 FORINTERIORASCE 7-10 Fig. 30.4-2A
C&C - Running the numbers – Zone 2 GCp: -1.1 (Figure 30.4-2A) GCpi: 0.18 (Table 26.11-1) qh 0.00256KzKztKdV2§§§§Kz : 0.93 - Table 30.3-1Kzt : 1.00 - Figure 26.8-1Kd : 0.85 - Table 26.6-1Vu: 115 mph qh 26.8 psf p (26.8 psf)(-1.1 (-0.18)) 34.3 psf
C&C - Roof Overhang per section 30.10 For Overhangs Figures 30.4-2A& 30.10-1 are utilized poh 26.8 psf(1.7 0.18) 50.4 psf ps pw 34.3 psf poh net 50.4 34.3 84.7 psfEWA 2*2 4 sfGCp -1.7pOHpspWPer ASCE 7-10 Fig. 30.10-1ASCE 7-10 Fig. 30.4-2A
C&C - Determining the Uplift Load p (34.3 psf)(2ft) 68.6 plf poh (84.7 psf)(2ft) 169.4 plf169.4 plf68.6 plfUplift 0.6(169.4 plf(2ft.) 68.6 plf*20ft/2) 615 lbsDead Load 0.6((2 20/2)*10psf*2ft) 144 lbsNet Uplift at Left Support 615 lbs -144 lbs 471 lbsNote: It is common practice to use 2 sets of dead loads: highest potential dead loads for gravity,lowest potential dead loads for uplift
Determining the Uplift Load384 lbs MWFRS OR471 lbs C&C@ ea. rafter
Overview WindCalculating Wind LoadsUpliftWall DesignDiaphragmsShearwalls
Designing Wood Walls
Wind LoadsUniform surface wind loads generally increase with building heightIf wind loads vary with building height,common to use higher wind load overa single story or buildingASCE 7-10 Fig. 27-6.1
Wall Design ConsiderationsPanelsHingesL/d RatioUnbraced LengthWall VeneerWind only loading C&CDesign Properties
Loads into WSPWind loads are transferred to wall framing studs through woodstructural panels (sheathing)SDPWS Table 3.2.1For ASD Capacity: Divide Nominal Capacity by 1.6For LRFD Capacity: Multiply Nominal Capacity by 0.85
Which wall is going to withstand high winds?TOPPLATEL/D 502x6: 22’-11”2x4: 14’-7”
Gable End Wall Hinge
Gable End Bracing Details AWC’s Wood Frame Construction Manual
Gable End Bracing Details Gable end wall and roof framing may require cross bracing
Full Height Studs at Gable End Walls If no openings in gable end wall exist, can design studs to span fromfloor/foundation to roof (varying stud heights). May require closerstud spacings at taller portions of wall
Gable End Walls with Openings
Gable End Walls with Openings
Gable End Wall Girts & JambsHorizontallyspanninggirts VerticallyspanningjambsOften gable end walls are locations of large windowsHorizontally spanning member in plane of wall breaks stud length, provides allowableopening
Determining Unbraced LengthWhat is the unbracedlength, lu ?Strong & weak axis
Gypsum & Weak Axis BucklingNDS Commentary:“Experience has shown that anycode allowed thickness of gypsumboard, hardwood plywood, orother interior finish adequatelyfastened directly to studs willprovide adequate lateral supportof the stud across its thicknessirrespective of the type orthickness of exterior sheathingand/or finish used.”
Intermediate Wall Stud Blocking
Calculating Deflection – IBC Table 1604.3For Δ of most brittle finishes use l/240For C&C pressures a 30% load reduction is allowed for Δ only (IBCTable 1604.3 footnote f)f. The wind load is permitted to be taken as 0.42 times the "component andcladding” loads for the purpose of determining deflection limits herein.
Wood Studs with Brick Veneer - DeflectionIBC Table 1604.3: min. wall deflection with brittle finishes L/240Brick Industry Association recommends much stricter limitsStructure Magazine May 2008 article, Harold SpragueBIA Tech Note 28
Example: Large Diamond Retailer22’ tall wood framed walls.Assume studs 16” o.c.130 mph Exposure BLeast Horizontal Dim. 64 ft.
External Pressure Coefficients – Wall Zones 4 & 5a Lesser of: 10% least horizontal dimension (LHD) 64’*0.1 6.4’ 0.4h 0.4*22 8.8’.But not less than: 0.04 LHD 2.6’ or 3’Use a 6.4’ for zone 5
External Pressure Coefficients - WallsAssume wall studs are 22’ longEWA h2/3 161 ft2Zone 4:GCpf -0.89GCpi -0.18 (Table 26.11-1)Zone 5:GCpf -1.0ASCE 7-10 Figure 30.4-1
Running the numbers – Zone 4 GCpf: 0.89 (Figure 30.4-1) GCpi: 0.18 (Table 26.11-1) qh 0.00256KzKztKdV2§§§§Kh : 0.70 - Table 30.3-1Kzt : 1.00 - Figure 26.8-1Kd : 0.85 - Table 26.6-1V: 130 mph qh 25.74psf p 25.74psf(0.89 0.18) 27.54psf 0.6W 0.6(27.54) 16.52psf
Lumber Design PropertiesDesign Properties fromNDS Supplement.Assume 2x8 Douglas FirLarch #2 Studs, 16” o.c.Repetitive Memberadjustment 1.25Size Factor 1.2Duration of Load 1.6
Stud Repetitive Member FactorNote on stud repetitive member factor:NDS section 4.3.9: CR 1.15SDPWS Table 3.1.1.1 larger CR factors for studs in bending, 16”spacing max increased to 24” in 2015 SDPWS), interior coveredwith min. ½” gypsum, exterior covered with min. 3/8” WSP,other fastener requirementsDESIGN PROPERTIESFb (psi)900NDS Supp. Table 4ACD1.6NDS Table 2.3.2CR1.25SDPWS Table 3.1.1CF1.2NDS Supp. Table 4AE (psi)1600000NDS Supp. Table 4ASx (in3)13.1Calculated NDS 3.3-4I (in4)47.6Calculated NDS 3.3-3
So is our stud going to work?Two of the most critical design parameters arebending and deflection.IBC Table 1604.3footnote fStuds work!
Running the numbers – Zone 5 GCp: 1.00 (Figure 30.4-1) GCpi: 0.18 (Table 26.11-1) qh 0.00256KzKztKdV2§§§§Kh : 0.70 - Table 30.3-1Kzt : 1.00 - Figure 26.8-1Kd : 0.85 - Table 26.6-1V: 130 mph qh 25.74psf p 25.74psf(1.0 0.18) 30.37psf 0.6W 0.6(30.37) 18.22psf
What about corner zones?IBC Table 1604.3footnote fDeflection check no good – solution: reduce loads on each stud
12” Stud SpacingSince stud depth cannot be increased considerreducing stud spacing to 12” in all Zone 5 areas:IBC Table 1604.3footnote fStuds work! – Use 2x8 @ 16” o.c. typical, use 2x8 @ 12” o.c. in corners (Zone 5 areas)
Wall Design ConsiderationsFor tall walls while it is less likely forcombined bending and axial to controlD, L, S Main Wind Force Loads may beutilized Load co
forces. This presentation will cover the design of a building’s wind - resisting system, including wind load calculations, diaphragms, shear walls and collectors. Load path continuity will be discussed, as will unique design considerations for designing wood -frame structures to resist uplift, in-plane, and out-of-plane wind loads.
WOOD PALLET FRAME (2) FOR THIS STEP: Connect seating benches to each side of the wood pallet frame, as shown in IMAGES 11 and 12. Benches should sit perpendicular to wood pallet frame. IMAGE 11 IMAGE 12 Arrows point to where hinges attach to wood pallet frame. Arrows point to where hinges attach to wood pallet frame (opposite side).
ETU Trip Unit Style B PXR 10 E PXR 20 D PXR 20D P PXR 25 Ampere Frame Rating 0125 125A Frame 0250 250A Frame 0400 400A Frame H250 250A Frame Selective H400 400A Frame Selective 0600 600A Frame High Override 0630 630A Frame High Override Features N None R Relays Z ZSI, Relays M Modbus, Relays C CAM Inte
3 Key Advantages of Wood-based Fuels 1.1 Wood energy is widely used and renewable 1.2 Sustainable wood production safeguards forest functions 1.3 Wood energy is available locally 1.4 Wood energy provides employment and income 1.5 Wood energy supports domestic economies 1.6 Wood energy is modern and leads to innovation 1.7 Wood energy can make a country independent of energy imports
wood (see Section "Role of wood moisture content on corrosion"). 3. Wood preservatives Wood preservatives are chemicals that are injected into the wood to help the wood resist attack by decay fungi, mold, and/or termites. Waterborne wood preservatives are commonly used when the wood may be in contact with humans or will be painted.
Frame structures A frame structure consists of different parts. These parts are combined in such a way to make the structure strong. A ladder and a bicycle are good examples of man-made frame structures. Spiderwebs are natural frame structures. Figure 15: This roof frame is a frame
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Seismic Design of Wood Light-Frame Structural Diaphragm Systems: A Guide for Practicing Engineers 2 Figure 1-2. Single-family residential wood light-frame construction. commercial and light-industrial buildings constructed entirely of wood light-frame construction often have a large plan area and are primarily of single-story construction.
2019 HPVC Rules September 23, 2018 Page 2 of 55 . Safety Inspection and Demonstration 16 Safety Video 16 Modifications Affecting Safety 16 Disqualification of Unsafe Vehicles 17 Entry and Registration 17 Team Eligibility 17 Team Member Eligibility and Certification 17 Vehicle Design, Analysis, and Construction 17 Driver Requirement Exceptions 17 Submittal of Final Entries 18 Late Entries 18 .
