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structural calculations
ENGINEERING pucstructuralsolutions 302.9-1-28.1 CC-000365-2016 mio conn red Schermerhorn Wedgewood LLCprominence944-64 Wedgewood Drive,Bldg.#4 Naw Yak Sie °8-unit apt.9782 sf,garage 2288 sf. Structural Calculations for ‘Wedgewood Senior Apartments Two-Story Apartment Building Burke Drive,Queensbury,NY gun 14 2018 |)| | Prepared By: Scott Burlingame,P.E. September 23,2015 Scot Budngone,MF.|$00 R146,Con Pk,NY 12065|1 $10-724.0739|sconehengaeingslecom ENGINEERING rucstructuralsolutions JOB NAME SHEET # CALC.BY Scott Burlingame,Pe DATE Wedgewood Senior ApartmentsEeeW235 BUILDING DESIGN LOADS Roof Dead Load:Built Up Roofing and Insul.=6 5/8 Plywood Sheathing =2 psf 4 3 Wood Roof Trusses =pst 1 -Loyers 5/8"Gyp,=psf 15 psf RoofLiveLoad: Flat Roof Snow Load =35__psf Total Roof Design Load =50 pst ‘Seismic Roof Dead Load:Built Up Roofing and Insul.=6 pst 5/8!Plywood Sheathing 2 psf Wood Roof Trusse 4 psf Sprinkler System =3 psf ‘Mechanical Ducts =2 pst 2-Layers 5/8"Gyp.=6 pst Ceiling &Lights =2 pst 20%Flot Roof Snow Load =7 pst32st ical sad Load:Flooring =3 sf 1"Gypcrete Topping =10 pst 3/4"Plywood Sheathing =2 psf 11 7/8"Joists ot 16"o.c.=2 psf 2-Layers 5/8"Gyp.6 psf Ceiling &Lights =2 psfTast Seismic Fl Load:Flooring =3 pst 1"Gyperete Topping =10 psf 3/4"Plywood Sheathing 2 psf 11 7/8"Joisis at 16"o.c.2 psf 2-Loyers 5/8"Gyp.6 psf Ceiling &Lights =2 psf Partitions =5 psf 30 psf ical Floor Li i Aporiment /Private Rooms =40 psf Corridors Serving Private Rooms =40.pf Stoirs ond Exits =100 psf Scot tingone FE.|900.4s,CitonFos MY 12065 |T:S18.7260739|eonOnberg-eete com ENGINEERING nic JOB NAME SEEeeFstructuralsolutionsHere=3CALC.BY Scott Burlingame,P.E.DATE 97235 Bldg.Area:Entre Roo! Ground Snow Load:50 psf [At elevations up o 1000 fee!) Project Site Elevatior 320 Adj.Ground Snow (p,):50 pst Buldng Occupancy eran Category ]O Agata OA targe ory centers }®11-Genera ©.eneral Urban suburvan O_-Assembiy }OC.Open Terrain Oca series >OD.Open shorting > Root Exposure Thermal Factor Ofuty Exposes @sructures Not Noted Below @rersaty Exposes ‘Orory Heated Wel Insuated unheated StructuresJOsetees5 oO , Imporance Facts 10 Thermal Factor {C}0 Exposure Factor (Ce)10 Snow Density ()20.5 pst Flat Roof Snow Load (p,):35.0 pst Height of Uniform Snow (ha 7 Note:This spreadsheet colculates the flo-roof snow load bosed on the "Building Code of New York State"(2010)&ASCE 7-08 criteria,To use, tentar the ground snow load and select the appropriate building crtero Scot Btingome,PE,|9008146,tron Prk,MY 12065|1.518.724.0799 |sconabergeeingpic com JOB NAME Wedgewood Senior Apartment wm)ENGINEERING ruc Sueery|————— pe Rees__BD]structural solutions—caue.sy “Seon Burlingame,PE DATE 9723715 et Note:1}.This spreadsheet calculates the seismic design coefficients and building design category per the "Building Code of New York State 2010", 2.Use spectral accelerations based on a 2%PE in 50 years. 3.Not valid for Site Class F or E w/S,>1.0,$;>0.4. 4.To determine Ss &S),input project address in USGS online ground hazard application Site Address:Burke Drive,Queensbury,NY Data:s,Mapped spectro acceleration for short periods Ss)Mapped spectral acceleration for a 1-second period Site Gass Occupancy Category O Ste cass a ©U-Generayagrcutual O Ste class 8 Ot Assembiy ©Site Class ¢|1¥-Critical Services ®sie cass 0 ©Site Cass € ©.Site ass F F,.1.60 Fy.2.40 Sys 0.301 Smr-0.170 Sps.0.234 Sp1-0.130 sDCat 8B sDCatB Seismic Design Category B Sco Boingame,PE.|900 R146,Citon Po NY 12065 |1.S1H-724.0733|scotabungnerngalson ST ENGINEERING nc “tM Wedgewood Senior Apartments I SHEET #5 OF 5 BD]structural solutions cue ey Scott Buringame PE oare__9/23/15 Data:Building Occupancy Seismic Direction OF pert @ %orection @ t-Generat OY icecton Ot Assembly O W-Citeal Services WEBER &-ure input by User [Mapped spectral acceleration for shor periods Mapped spectral acceleration for a 1-second period =Response Modification Coefficient (light frame sheorwalls) l=Importance Factor he otal Building Height Above Base (H) C=Building Period Coefficient Calculate Seismic Base Shear: T=T,0.160.Approximate Fundamental Period (seconds) Comin 0.010 Minimum Seismic Response Coaffcient C=0.036 Seismic Response Coefficient Cine =0.125 Maximum Seismic Response Coefficient Cigar =0.038 Governing Seismic Response Coefficient Total Seismic Weight:W,=428.00 (Force in Kips) Seismic Base Shear W=15.41 (Force in Kips) Calculate Vertical Distribution of Seismic Forces: Distribution Coefficient (k)=1.00 Roof|144.00|20.00 0.00)0.503 7.76 0.00 00 |10.00 |2,840.00 0.497 7.65|77.58 Ground |0.00 |0.00 |0.00 |0.000 0.00|231.66[0.00 |0000 |0.00 0.00|0.00 |0.000 0.00 0.00 _||0.00 |0.00 0.00 0.00 0.00 0.00 B08 Mah Street |Guffale,NY 14202-1501|Prone:716.656.1804 |FAX:7 18.59.2801 |arac.ecSEGerecueecheescom COMPANY PROJECT ©Wedgewood Senior Apartments@WoodWorks|Tye!ot Sep.25,2015 10:30 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution]Pat-]l: terndeadDeadTTOBEliveLiveFullUD Self-weight [Dead Full UDL. Maximum Reactions (Ibs),Bearing Capacities (Ibs)and Bearing Lengths (in): t a 135.2"——{ a —= 0 13 Unfactored: Dead 153Live363FactoredTotal515515 BearingCapacity Beam y912 1812Supports|2391 2391anal/Des Beam 0.27 0.27Support|0.22 0.22Loadcomb]"#2 #2 Length 3 3.00vinreq'a|0.ole1 Cb L 1.00 Cb min 1 1:00 Gb support]1.25 1.25 Fep sup 425 425 Typical Joist Lumber n-ply,S-P-F,No.1/No.2,2x10,1-ply (1-1/2"x9-1/4") ‘Supports:All -Lumber n-ply Beam,S-P-F No.1/No.2 Total length:13'-5.2", Lateral support:top=full,bottor ful Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2012 : Criterion Analysis Value Analysis/DesignSheartva7Ev/Ev'=0.35 Bending (+)fb =910 £b/Fb'=0.95 Live Defl'n|0.25=1/622 0.77TotalDefl'n|0.41=1/381 0.94 C WoodWorks®Sizer SOFTWARE FOR WOOD DESIGN Typical Joist WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS:F/E{psi}CD CM cr cfuFv!00 1.00 --F's 1.00 1.00 1.00Fop!=1.00 -- BE million 1.00 --Emin'0.51 million 1.00 --CRITICAL LOAD COMBINATIONS. Shear :IC #2 =DL,V 499,V design =437Bending(+):LC #2=DHL,M=1622’lbs-ftDeflection:LC #2=D#L (live) LC #2=D4L (total)Dedead L=live S=snow W: All IC's are listed iLoadcombinations:ASC CALCULATIONS: Deflection:139206 Lb-in2"Live"deflection=Deflection from all non-deadTotalDeflection=1.50(Dead Load Deflection)+L wind 7-10 mpact Lr=roofnalysisoutput #Tec 2012 c=concentrated quake oads (live,wind,si ve Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC Intemational Building Code (IBC 2012),the NationalDesignSpecification(NDS 2012),and NDS Design Supplement. 2,Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 4,FIRE RATING:Joists,wall studs,and multi-ply members are not rated for fire endurance. C]LL WoodWorks®Sizer SOFTWARE FOR WOOD DESIGN | Stair Header WoodWorks®Sizer 10.2 Sep.25,2015 10:37:41 ~COMPANY 1 PROJECT |Wedgewood Senior Apartments DESIGN RESULTS -NBS 2012StairHeader DESIGN DAT: Material:LVL n-plyLateralsupport:top=at supports,bottom=at supports;Total length:10.00 [ft]Load combination:ASCE 7-10 / LOADS:(force=lbs,pressure=psf,udl=plf,location=ft}>>Self-weight automatically included<< Load |Type IDistribution|Pat-|Location |Magnitude junit. i I Itern|Start End |Start End | 1 [essa]dead Dead Full Ubi.live Live Full DL |Species |ply-bxd |Axial |Bending!Comb'd |Shear |Disp./ |Grade |in |fe/Fc"|fb/Fe*||£e/Fv"|Allow. i a 2500Fb 2-1.75x9.25 9.0.43 0.72>>For more detailed output,select a Suggested Section from the Data Bar.<< DESIGN NOTES: WoodWorks analysis and design are in accordance with the ICC International BuildingCode(IBC 2012),the National Design Specification (NDS 2012),and NDS DesignSupplementPleaseverifythatthedefaultdeflectionlimitsareappropriateforyourapplication3.SCL-BEAMS (Structural Composite Lumber}:the attached scLselectionisforpreliminarydesignonly.For final memberdesigncontactyourlocalSCLmanufacturerSizefactorsvaryfromonemanufacturertoanotherforSCL mat:They can be changed in the database editor.9.BUILT-UP SCL-BEANS:contact manufacturer for connection detailswhenloadsarenotappliedequallytoallplys.6.FIRE RATING:Joists,wall studs,and multi-ply members are not ratedforfireendurance. als LI _ WoodWorks®Sizer ‘SOFTWARE FOR WOOD DESIGN Interior Header -Sft WoodWorks®izer 10.2 Sep.25,2015 10:16:47 COMPANY T PROJECT |Wedgewood Senior Apartments DESIGN RESULTS -NBS 2012Beam:Interior Bearing Wall Header DESIGN DATA: Material:Lumber n-plyLateralsupport:top=at supports,bottom at supports;Total length:5.00 [ft]Load combinations:ASCE 7-10 /IBC 2012; lbs,pressure=psf,udl=plf,location=ft)>>Self-weight automatically included<< IDistribution|Pat-|Location |Magnitude {Unit i Itern|Start End |Start—End | i i InFullUDL218.0 pleFullopi.798.0 pif SUGGESTED SECTIONS that PASSED the CODE CHEC! |Species |ply-bxd |Axial |Bending!Comb'd |Shear|Disp./ |Grade {in|fe/ect|fb/zb"|I I S-P-F 1*"No.1/No.2 2-2x10 0.94 0.67 0.35>>For more detailed output,select a Suggested Section from the Data Bar.<< DESIGN NOTES. 1.WoodWorks analysis and design are in accordance with the ICC International BuildingCode(IBC 2012),the National Design Specification (NDS 2012),and NDS DesignSupplement.Please verify that the default deflection limits are appro;for your applicationSawnlumberbending members shall be laterally supported according totheprovisionsofNDSClause4.4.1.BUILT-UP BEAMS:it is assumed that each ply is a single continuousmember(that is,no butt joints are present)fastened togethersecurelyatintervalsnotexceeding4timesthedepthandthateachplyisequallytop-loaded.where beams are side-loaded,special fastening details may be required.5.FIRE RATING:Joists,wall studs,and multi-ply members are not ratedforfireendurance. ate LIL __ WoodWorks®Sizer _ "SOFTWARE FOR WOOD DESIGN Interior Header -5ft WoodWorks®Sizer 10.2 Sep.25,2015 10:20:17 COMPANY,PROJECT |Wedgewood Senior Apartments DESIGN Bi Beam:Apt.1 Beam at Roof =NBS 201z DESIGN DATA: Material:Lumber n-plyLateralsupptop=at supports,bottom=at supports;Total length:6.17 [ft]Load combinations:ASCE 7-10 /IBC 2012; bs,pressure=psf,udl=plf,location=ft)>>Self-weight automatically included<< |Distribution|Pat-|Location |Magnitude Unit i |tern|Start End |Start End | In Full UDL 200.0 pitFullUDL400.0 Plt |Species |Grade Bending!Comb'd |Shear|Disp./tb/¥b*|fv/Fv"|Allow, 1 S-P-P ue No.1/No.2 2-2x10 0.74 0.47 0.40>>For more detailed output,select a Suggested Section from the Data Bar.<< DESIGN NOTES +WoodWorks analysis and design are in accordance with the ICC International BuildingCode(IBC 2012),the National Design Specification (NDS 2012),and NDS DesignSupplement.Please verify that the default deflection limitsforyourapplication.3.Sawn lumber bending members shall be laterally supported according totheprovisionsofNDSClause4.4.1.BUILT-UP BEAMS:it is assumed that each ply is a single continuousmember(that is,no butt joints are present)fastened togethersecurelyatintervalsnotexceeding4timesthedepthandthateachplyisequallytop-loaded.Where beams are side-loaded,special fastening details may be required.FIRE RATING:Joists,wall studs,and multi-ply members are not ratedforfireendurance. appropriate WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN Shearwalls.wsw COMPANY AND PROJECT INFORMATION. WoodWorks®Shearwalls 10.31 Sep.25,2015 12:10:40, Project Information ‘Company Project SB engineezing,PUT 300 Rt.146cliftonFark,Wy DESIGN SETTINGS Design Code Wind Standard ‘Seismic StandardTec2012/aNC SDPWS 2008 ASCE_7-10 Directional {ALL heights)ASCE 7-1 Toad Combinations Building Code Capacity Modification For Design (ASD)For Deflection (Strength)Wind Seismic9.70 Seismic 1.00 Seismic 1.00 00.60 wind 3.09 wind iions and Load Duration Max Shearwall Offset (f)Duration Moisture Content Plan ElevationFactorFabricationService(within story)(between stories)1.60 2198 <o19t 0.50 0.83 Maximum Height-fo-width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked3.5 3.---2.0 LS Ignore non-wood-panel shear resistance contribution Collector forces based on... Wind Seismic Hold-downs Applied Loads Never ver Dragstruts Applied Loa: ‘Shearwall Relative Rigidity:Wail capacity Design Shearwall Force/Length:Sased_on wall Tena ‘SITE INFORMATION Wind Seiamie ASCE 7-10 Dizectional (All hesghts)ASCE 7-10 12.8 Equivalent Lateral Force [Design Wind Speed 30h Risk Category Category 11 ~All othere Exposure Exposure ¢Structure Type Regu Enclosure Partly Enclosed Building System©Searing wall, [Min Wind Loads:Walls,32 pst Design Category == Roofs.6 pst Site Class B Topographic Information [Ft]‘Spectral Response Acceleration ‘Shape Height Length St:0.0715 'Ss:0.180g --Fundamental Perios EW wsSiteLocation:~T Used 0.1875 0.1878 ev:Oft Avg Air density:0.0765 Ib/eu fe |Approximate Ta 0.1878 0.2878, Rigid building -static analysis Maximum T 0.312:0.3128 case 2 EW loads WS Toads [Response Factor R 2.00 a Eccentricity (%)5 as Fa:1-60 Retas Loaded at 58 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2016 12:10:40 Structural Data ‘STORY INFORMATION Sion FlooriGaling wall Elev t)Depth in Hoight (k) Caiiag 22.50 19.0 Lovel 2 ‘er 19.0 2.09 Levelt 2.83 19:0 3.09 Foundation 2:00 BLOCK and ROOF INFORMATION Block Root Panels Dimensions [hi Face Tyee ‘Slope overhang[ft_|Block t Location X.Y North ip 0.0 1 Extant x.South Side oro a Ridge X Location,Offset East Side ore 1 Ridge Elevation,Height Wost Side 0:0 L ‘Block 2 Location X,Y North side 0.0 1.09 Extent X.Y =South Side oro 100Ridge¥Location,Offset East ined a0 100RidgeElevation,Height West soined oro 100Block3 Location X.¥=5 North West 0.0 1.00 Extent X.Y =|39.09,South fest 0.0 00RidgeXLocation,Offset 0.00 East Side ovo 1.00 Ridge Elevation,Height 0.00 West Side oo 100Block4Wsmage Location X=106.00 23 North Joined 90.0 1.00 Extent X.¥=|24.00 24.00 South meat ono 1.00 Ridge X Location,Offset zissosseed.ae zieassecsa<]East side 0.0 1.008 Ridge Elevation,Height 2ieeesese4.42 2zeesseced.4|West side 0.0 1.00 8 Blocks Tien:WS ageLocationXY=32.00,-16.50 North soined 20.0 1.00 Extent X.Y =|28.00 18.00 South est oo al00 Ridge X Location,Offset 2reasseaes.48 East sige 0.0 1.00 Ridge Elevation,Height 2168958684.48 2i6095e404.4]West sige 0.0 1.00é Blocks T story WS RigsLocationX,Y 9.50 =17.00 North Joined 1.00 Extent XY =24.00 1 South est ono 00 Ridge X Location,Ottset zissoseded.ae 2ieassecaa.<]East Side 0.0 1.09 8 Ridge Elevation,Height 2ieasseeae.a West side 0.0 1.00 Block T Story Location X,Y =46.50 North Joined 90.0 1.00 Extent X.¥=23.50 South Rost 0.0 too Ridge X Location,Offset zisasseded.ae East Side 0.0 1.00 Ridge Elevation,Height 2reasseqed.ce West side 0.0 1.00 Block Location X.Y North West 0.0 1.00 Extent X.Y =South soined,0.0 109 Ridge X Location,Offset East side oro 3.00 Ridge Elevation,Height West Side aco 1200 Block 9 Location x =North west 0.0 2.00 Extent XY =South coined,oro 100 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 BLOCK and ROOF INFORMATION (continued) Ridge X Location,Offset aRidgeElevation.Height 22150 East Side West side WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12: SHEATHING MATERIALS by WALL GROUP ‘Shoathing Fasteners “ApplyGrpsurtMatorialRatingThickGUPlyOr—Gvv_|Size Type Ot Eg Fd Bk|Notesin__in Astin in_in71}Siraatral Bae WS2 =Hore $5000 od Nal Wa —42-Y 72Ext|Structural S26 8B ==3 Ho ©~—35000|ad Nall «SON 812,Int|Gyp WB tly 2s 2 Hore=40000]Sd Nal ONO]31|Structural 326 18/92 -«=«3 Hoe©35000]86 Nal.,sSN 4 ts|424ent|Structural!g2n6 16/32 =3 Ho 35000)ba _Nal_—N 4 10 ¥|12egend Grp ~Wall Design Group number,used to reference wall in other tables‘Surf Exterior or interior surface when applied fo exterior wall Ratng =Span rating,see SDPWS Table C4.2.2.2C Thick ~Nominal pane!thickness GU Gypsum undertay thickness Ply Number of plies (or layers)in construction of plywood sheets (Or Orientation of ionger dimension of sheathing panelsGut~Shear stiffness in bln,of depth from SDPWS Tables C4.2.24-B Type -Fastener type from SDPWS Tables 4.34-D:Nail ~common wire nai for structural panels and lumber.cooler or gypsum wallboard nail forGWB,plasterboard nail for gypsum lat,galvanised nail for gypsum sheathing:Box -box nail:Casing~casing nail Root -roofing nal,Sore ~doywall scrow ‘Size -Common,box,and casing nails:efer to SDPWS Table At (casing sizes =box sizes).Gauges:11 ga=0.120"x 1-3/8 (gypsum sheathing,25/32"fiberboard),1-1/2"lath &plaster,1/2"fiberboard),13 ga plasterboard =0.92"x 1-18" Cooler or gypsum wallboard nail:6d =086"x 1-8/8":6d=.092"x 1-7/8"8d =.113°x 2-9/8"6/Bd =6d base ply,Bd face ply for 2-ply GWB.Drywall screws:No.6,1-1/4"long, 8/8"gypsum sheathing can also use 6d cooler or GW nail ‘Df—Deformed nais threaded or spra),with increased withdrawal capacityEq~Panel edge fastener spacingFdFieldspacinginteriortopanels ‘Bk ~Sheathing is nailed to blocking t all pane!edges;Y(es)or Nfo} ‘Anply Notes ~Notes below table egend which apply to sheathing side Notes: 41.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3.2,Framing at adjoining panel edges must be 3°nominal or wider with staggered nailing according to SDPWWS 4.3.7.1.4 FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall|Spocios Grado bd Spay]86 ©Standard WallGrpinininpsite1[SPF NosTiNoz 150 $50 16|O42 1.4)Sed.wall 232oriStua16055016|050 14)Sea.wall 11 3 |spr Stud 150 50 16|042 129 Sea wall 14_|spr No.tiNo.2 150550 16|042 140 Sta.wall 25gene Wall Gp ~Wail Design Groupb~Stud breaath (thickness)d=Stud depth (wiath) ‘Spcg =Maximum on-centre spacing of studs for design,actual spacing may be less.SG -~Specific gravityE-Modulus of elastioty ‘Standard Wall -Standard wall designed as group, Notes: Check manufacture requirements for stud size,grade and specific gravity (G)forall shearwall helc-downs. WoodWorks®Shearwalls Shearwalls.wsw Sep.25,201 12:10:40 SHEARLINE,WALL and OPENING DIMENSIONS North-south Type (Wall Toeation Extent Tongth FAS Tip FeightShearlinesGroupXft)Start End.a wind Seismic|jt)TineT Level 1 Line 1 seg 4 w44.90 23.50 0.00230 a3.9.00walt1-1 Seq 4 <4850 2930002315023 -Line 2 Level 2 Line 2 Seg 4 -28.00 9.00 39.50 39.50 9.00wall2-2 Seg 4 =23:00 oieo 39180 39.50,~Level Line 2 seg 4 -29.00 33.90 63.00 39.50 8.50|9,00Wall2-1 3eg 4 “23:00 39.50 39:50 3815038150 -Line 3 seq 4 22.50 38.50 63.00 23.50|9.00Seq4231510:00 23.50 23.80 seg 4 -13.80 9.09 50 6.00 6.00|9.00Seg‘7235039189)50 6006.00 - seg ‘-12.50 0,00 45.50 48.50.00~—6.00|9.00Seq413.80 39/50 45.50 gan 00S e00 seg 4 9.00 31.50 9.00Seg40:00 0:00 -Seg 4 0100 5150 :3e3 4 0:00 6100 seg ‘°6.00 45.50 so 1seBeg403400331805i50“180Seg4038.50 45150,6:00 6.00 :Seg 4 0 00150 O00 oc00 : seg 4 3.50 34.00 $1.09 18.50 as.s0|9.00seq435010is:s0 18508150,- seg 4 33.50 37.00 34.00 50 9.005e9433.50 17100 a0 50 - seg 4 1.50 34.00 32.50 26.00 26.00|9.00Seq4sn3315026:00 28100 2e 00,- seg 3 42.50 34.00 32.59,zs.so|2,00seg342:50,33.00 25.80 25150 ~ seg 4 52.00,34.00 50.50 18,00 02|2.00seg452.00,180 18:00 aa 00 2 - seg 4 36.09 26.50 34.00 18.00 18,00|9.00Seg476.00©“i6is0 “150 18l00 18,00 Lovel 2 Line 12.4 85.00 45.50 rz.00|3.00Wall11-2 4 83.00,S10 515050 -‘85.00,6806150180 = 4 85.00,105 0r00 00 : ‘85.09 0.50 00 12.00 9.00435.09 34.00,50 5150 -4 85.00 39150,0 5150 :4 as.00 0.80,30 9:00 : Lovol 2 Line 12 seq 4 99.00 0.50 46.00 45.50,s.s0|9.00 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 SHEARLINE,WALL and OPENING DIMENSIONS (continued)wall T 5g 7 9 Te E50 SsLevel+ Hine 12 seo 4 93.0 9.50 46.0 6.50 9.00wala12-1 Seg a 33 3350 48.00,650 -Line 13 Level 4 Hine 13 509 ‘223.50 38.50 63.00 24.00 24.00|9.00walt3-1 50g 4 sesso “ols0 elon 34100200 .Line 14 Level 2tine14 seg ‘nigooo.50 39.50 39.00 39,00 39.00|9,00Watt14-1 Seq ‘niéioo—a1s0 38:50 39000 39,00 38.00 -Lovel + Hine 14 seg ‘~23.50 83.99 39.00 39,00|9.00wall14-1 Seg ‘a30 38100 39100 39!00 -Line 18 Level 4ine15 seg 4 130.00 a 24.00 24.00 9.00alt5-1 Seg a 130l0a 9150 241002400 - Enatwest pe Waid Tocaiion Exon TA Tengih FAS TAT WeightShearlinesGroupYot)start end]wind Seismic|ttTine Level 1 tine &ext 1 -23.80-44.50 130.00 e.00 9.00|9.00waltA-2 eee a 23:50 108.00 13000 0:00 9.00 -Opening 1 =~ iotso 136150 --|2.00Opening2:-128/00 -=|700waltAn?Pee 1 -23.50 “100 e.09 0.99 -Opening 2 :~“34.00 -=|7.00Opening2:-=22:00 -=|700LineB Level 1 Line B ns 17.00 76.00 6.50 0.00 0.00|8.00Walt8-1 NSH aon 33:50,24000100800 -‘Spensng 1 --ou yiso “e150,-~|7.00opening2==22150 30:50 lon -=|700wall2se-16.50 5210976100,2400 0.00.-Opening 1 -=83 eso “800 --|7.002:-8 va:00 8100 -=|700 seg 2 9.25 -29.00 114.00 143.00 16,00 16.00|9,0050930:00 23,1 @.00 e100Seg30:50,slo0 elaxsH000acoolan =Opening 1 -:-7.00wattc-3 st 0.50 9.09 0.00 -Level 1Line Pee L 0.25 44.50 so.00 50.00|9.00wallcoPreL0:00 “eals0,1300 23!0a -‘Opening 1 ==36.00 --|7.00waitC2Pee10.00 =21"0a 12.00 12.00 =‘Opening 2 --“a's -~|7.00Opening2==10:00 -|700waltcnaPee1osoil4‘ea 13.00 13,00 -31 =nnaloa -=|7.00eet10.50 “5.00 12.00 12.00 -Opening 2 -~68.50 -=}7.00Opening2:=salo0 102100 -=]tooLine'D Level 2ineD 1500.00 85.00 95.09 0,00.9.00walt5-4 Lisa 2:00 76.0028 roo =wal 0-2 1s0 “isn 33/80 s:00 oo -wall 0-3 150 33:80 52.00 eso alan :wall 0-3 150 76.00 8.00 "100 lan :Walt Oo uso B00 3.508150,ola0 -Level + Line D sw 1509.00 85.00 0.00 9.00wall0-2 XSW 355033150,52!00 20aMalldotNSW2's0 a 3!s0 0:00 =Wal?0-3 XSW 450 76.00 95/00,9:00 = WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2016 12:10:40 SHEARLINE,WALL and OPENING DIMENSIONS (continued)ine € Level 2 Line &seg 4 1.22 44.50|9.00wall£-5 Seg 4 1100 3.00 ~wall £1 Seg a 7100 750 :Wall 5-2 Seg a 700 3.00 :Wall b-4 56 a 7:50 3.50 :walt 6-3 Se6 4 750 10°50 :Level 1 Dine &pee 7.00 34.00|9.00maltE-2 Pre t 700 54100 -Opening 2 :-=|7.00Opening2:-=|700Opening3=-=|rooOpening&=:=]tooOpening5:=|tooOpening&-=|rooOpening7=-=|to0Opening&=-=|to0LineF Level 2 Line F se6 4 34.00 9.00wailFt5e9434.00 =Opening 2 =-=|7.00Opening2-:=|300opening3-:=|3.00Opening&=-=]t00Opening§=-=}00Opening&=:7.00Opening?:=|tooOpening&:-=]00Level4 Line =seo ‘34.00 -23.00 124.00 143.00 33.50|9.00wellFSe5434.00 o.o0 8500 es.a0 33150 -‘Spening 1 :too "rls0|“é!30 -=|7.00Opening2=>1150 ae!00 6150 =|300Opening3==25190050180 :=]x00Opening4-=35001100 -=|x00Opening§:4aio0 5010000 :=|3.00Opening§:>54100 oso S150 =|700Opening7=>elon 73180130 -=|00Opening6-=Fora 8350 isa -7:00Line& Level 2 Tine 6 seg 4 .00 143.00 18.50 28.80|9.00waitc-2 Seg ‘‘00 15:00 “1008100 -Opening 2 "00 “eic0 -=|7.00wallGiseg[501850950 9.80 -Opening *$30 ‘6100 °=|7.00Levelttine6seg490143.00 18.50 aa.s0|9.00walt5-2 Seg 4 too “15:00 ‘3100 “8.00 =Opening 1 -006.00 “=|7.00wailGotsea4SO151508.50 9.50 =Opening 1 -506.00 -=|7.00Line Level 2anei seg 4 45.75 -13.50 99.00 26.00 16.00|9.00waitHaSeg445:50 -131sa“o!o0 800 '8%b0 =Opening 2 -=3150-4100 -=|7.00welta2sega46.09.00 99:00 800 8.00 =‘Spening 2 -=#300 95100 -=|7.00Level1ineseg445.75 00 16.00 9.00walt8-1 Seg a 00 8:00 -Opening 1 --00 -7.00wall&sea a 46.00 99 3.00.-Opening 1 :*00 “=|7.00 gerType-Seg=segmented,Prt =perforated,NSW =non-shearvall ‘Location =dimension perpendicular to wall FHS -length of fullsheight sheathing used to resist shear force —-WoodWorks®Shearwalls Shearwalis.wsw Sep.25,2015 12: Wall Group -Wail design group defined in Sheathing and Framing Materials table,where it shows associated Standard Walt WoodWorks® Shearwalls Shearwalls.wsw Sep. 25, 2016 12:10:40 Loads WIND SHEAR LOADS (as entered or generated) Lovel2 Wagnitude Ti Block F Element Load—Wnd Sut|Prof Location ty {ibs pips Ht Caso Dir__bir Start End stat End ff Block 1 main ina 00 39.5057 Bios ta Mind 0 39°80 3a Block 1 E wall ee 32) Block 1 EB mall tee 36 Block 1 Bo mall tee 32 Block 1 2 wail ise 36. Block 1 ® all tee 36. Block 1 * fall lee 32 Block 1 Ball sina 32 Block 1 B fail EH ind 37 Block 1 E Want 1 E58 Hind 5 Block 1 B wall Min En Rind a Block 1 S wall SON mind 313 Block 2 5S wall Min S38 Wind 32 Block 2 x mall son tee Block 1 x fall sin Sn Tee Biosk 1 3 1 ONSS Lee alle Block 1 8 tin NOs Tee 3210 Block 1 a tan Ns ind 29, Block 1 8 T" NOS Bind 313 Brock 2 s win S-3N ind 32.0 Block 2 § SN ind a5 Block 2 N tin son lee 3200 Block 2 x SSN lee 36.9 Block 2 3 1 NOS tee 3el9 Block 2 8 win NOs lee 3210 Block 2 a Min NOS Wind 3210 Block 2 ¥ YNSs tin Bs Block 3 x wall we>E wind 22.0 Block 3 fal OE wind srs Block 3 a tan Oe Rind 5713 Block 3 Ww tail XOe Wind 3210 Block 3 B Wall woe Tee 36.8 Block 3 E mall WE Lee 3210 Block 3 ® Mall Ew Lee 3619 Block 3 ® wall Eon Lee 3210 Block 3 fall Eon Lee 320 Block 3 fall oh Lee 36.9 Block 3 E fall Eu wind 503 Block 3 tail Eon Mind 3210 Block 3 5 tall Son Wind 32/0 Block 3 fal wind ans Block 3 walt ‘vee 32.3, Block 3 wall Tee ae Block 3 5 fall tee 3210 Block 3 fall lee ale Block 3 fall 3210 Block 3 N fait ars Block 8 w want Min Woe wing 2.0 Block 8 fall TOE Wind ars Block 8 2 wall win Woe ‘Yee 32.0, Block 8 B wall 1” WB bee no Block & Kall Min E5K tee Block @ wall 1 BSW Tee 212 Block & Ball Ma Eon Wind 3210 Block & Bail Ey wind aS Block @ ust win S30 Yeo 52.0 Block & Nal YSSe ie 3613 Block @ Ball Min HOS wind 3210 Block @ Rall TNs Wind 3715 Block 9 «wan wind|sane Block 3 fall Rind Block 3 Email ee|Cine Block 9 E hail Yee|Line Block 9 o ha tee|Line Block § ui tee|tine WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2018 12:10:40 WIND SHEAR LOADS (as entored or generated)(continued)Block 9 wel)Win E-S0 wad nS eaBlockwad1Wind|Line ae.co 5,Block waa 1 tee|tine 98.00 36!Block 9 wall Sin Line 99.00 32.0Block3BinLiness.00 32.0Block31tinese.00 5718 Levelt Magnitude TaeBlockFElemontLocationff]{ibs,pl.psq)HtStrEnd__Start End ff) Block 2 W Wal c.00 aBlock2WWall0000 1 ®wall ooo 01wallo0031EWall00v0aEWall3.09 1saEWall9.09 1215wall0:00 to12all34.00 5 1 34.00 21E34.00 v01E34.00 to1a0-00 t31a0-00 1 ®0:00 to1®9.09 2az0.09 0aE0:09 31E2.00 291£0.00 cLe34.00 31E34.00 0ac3é.00 °a E 34.00 a 1 5 1 san Wind|tine—-29100 1asnetoa8foa831Nu6u7iu"91820152015715tea520ix1 a x 131Nto 1 y ° 2 8 028325225Q2s202532532532®fo2”12 2 N 7102sto25225a25a25202s52.00 36.92585.00 36.92585.00 32.02x85.00 54.32a35.00 ae1 Fe OFT Se Tere ost ues x. § x901S - os't Tres M 8 ota : os't ures g § x0Ta 0°0 ost 3oout39 4 § ap0ta ore ost ues a § ota or os't 5001739 N § x0ta eps ost Tres & § x0Ta oe ost ren x § apota ° ree ox § x90Ta € o9"aer ten 8 fb y0Ta « 00"0ET ee 3 b apota ° oo"oet Tree & Dota & 09"0Er cen ow b x0Ta 0 oo"aet Trew a P eote 0 oo"oer qreu F D0TE e oa"aer trea b s0Ta € a ret b x0Te 0 a qreu 3 F xoTe 0 0 a F 01S ste 8 a F xS0Ts 0 a a b xs0ta 5 0s"0 a F D0TS ° os'o 5 Pasots on os-a = P xs0Te 5° oso 3 # ¥20TE t bea cen ¥ x00TE o os-a oon 3 P x0Te o sa Tren F x0t8 corer ren ow € ¥0Te bo-ret Tren € xe0Te e oorprt Tres € x00Te O° oorprt Tres € y00Te 8 oo-0T tress € y0te oovpet s € ¥00te O° oorsor 5 € x20te 0 oor prt € ¥0Ta O° oo" Ft € yote a oo-ret € x0Ta a" oorpet s € x00Ta 5 overt x € y0ta 0 so"907 5 & xo0Ta t so"stt 5 € x0Ta 0-307 8 £ zs0ta O° oo" Fr 3 £ x20ta 0 9s"6e 8 £ x001e t os"ee 8 € ‘ots as"6e 8 © x0te e os'6e 8 € y0Te o 0s"6e a € x20TE z 0s"6e ® € x20TE oe os" 4 € x00tE 5 os'8e 5 € x20Te oe ost 6 € yota : bet » € ¥0Ta & os'T 4 € y0ta 0 ost s € y0ta 0 os"6e a € x0ts 0 ose a € y01s 5 ose € 4007s z ost6e € ¥00Ta 0 aster £ x0Te & ostee € s0Ts u ostee € x0Te ee re © x00TE or " £ x0TE ore » £ xs0Te ers » € yore le ® £ x01 orlz ants rem aw z ¥00Ta ores 90's Sen qieu_w. 2 yota ‘(penuyuos) (payeIs088 76 passive $8) SaVOTUVSHS GNI Ov:01:2L S102 ‘sz "dag Msm'sijenueays, SIIEMIEAYS @SYIOMPOOM WoodWorks®Shearwalls Shearwalls.wsw Sep.26,2015 12:10:40 WIND SHEAR LOADS (as entered or generated)(continued)aaaBlock&=Wall EW wind|Tine 3Block§5 Wall wan end|Lane S00 150-320Block5EctrRoot1Wind|Line 50110 0:0Block55Wall1ting|Line oo 76.00 5403Block55WallMinwind|Line a0 6.00200Block§S fall tan tee|tine $2.00 7er00 3200Block§§Wall 1 ree|Line reBlock6@wallMinwind|Line -17.00 2.50,0Block6haat1mind|tine i700 2150 3 Block 6 cer Root Wind|Line 5 20Block6Bait1tee|Lins 5Block6ECtrRoot1Tee|Line -17.00,0Block65Mintee|Line -17.00 foBlock661tee|Line 8Block68Mntee|Line 0Block681tee|Line Ss “LsBlock6z1ind|Line 2 Block 6 E L find|Line 0 6 E Min wind|tine -17:00 to 6 8 1 wind|tine 9150 3 6 8 ain find|Line 9150 a 6 5 sin tee|Line 3150 0 5 8 1 ioe|ine 5.50,3 7 a wall,2 ne -o.00 54.37acerRoot1Eine23,50 0.00 0:0 1 @ Wall tan lane -23.50 0,00 32.0 7 B ctr Root 1 Eine -23:50 0.00,o.0 7 ©wall i Eine -23:50 01003391BWallwnLine-23150 01003201matMnTine23.80 G00 =3210, 1 Cer Root 1 Line -23.50 0.00,=21§=.1 8 Line -23.50 0.00, 7 5 Line “23:50 0.00,375Line231501000 7 E Line -23.50 0100 © 1 5 Line -44150 2100 3 7 8 Tine -48.50 21100,fo 7 N Tine “48150-29100 © u Line -48.50 29100,51sLine-44'50 2100 fo 7 5 Line -48.50 23100,13 N Line -44.50 “29100 ° u Line -44.50 29100 3 ®"wing|Line 34.3éwfind|Line 27.0 6 W wind|Line S2i0 8 ®‘wind|tine ae.8 E use|Line 3210 6 E tee|Line aie5Etee|Line 2720 8 e nee|Line 11séatee|Line aii8”tee|bine 17.8eatee|Line 240éatee|Line a2i085wind|Line 32108Ewend|dine cree8Ewind|Line 34038Bwind|tine 45.50 2710 8 y tee|Lan 0:00 3112 8 y Lee 9100 38.9 8 5 bee 00 32.0, 8 FY Lee 1002.08NWing|Line 9:00 anakeNwing}Line 0:00 46.3 5 n wing|Line 0032.0,8 N ing|Lane 0100 54.3. Block 9 8 wind|tine 46.00 27.0Block9&fing|Line 46.00 54.3Block9ining|tine 45200 4622 12 peo}Pulm 0}09'0 jo 10128)peo e saydde weBoxd ou spe0)(pale}2ejuN)payed peo}des jo Ausuaqu jy 13 peo)jeprozeden jo Aysueiujsouyey 0 Speoy ulod pue WuoyuN Jo AysuaqUN eb ‘Soulyeaus ey)0}wey)Bugnquisip asojaq je wesBoud Kq pajeseue6 10 J98n au Aq paiva spe0|ly 'S3}0N ‘Auo speo)Bare so wbiou Areynqu-IH QUEeSepmyuBeyyaweBuyingweSedpvepuIsuoueco (uonnquisip)elude =Je)joa van wy spe0 Jo}Bupng ojo ep/speNa9 10 YONI IG LeSS8-JM J Uotoaip ospe‘omuBew eaysod un Spe].2j Jo UONDeNE =0 PUMA2wayseo]wunusul 0 I 8 Bi oy 8 ¥eBe—pure TaUoo eouRze|N sI:NC7 7 3OSY4:42 wy Se ruse10 ay Zz Big Way 20 |OSE SUBIH IY J ZOSY‘unoyyot 340 ~8889 peeTpavajua10peyeraue8p80)youn uo soeune Dupyng =OL(986m 40 Sea “yynos 'you)eoey Burpying -(640019 ou 08)speo}pavejuevasn =jenuEYy Jetpoue aim peuiqucs 201 640 way spe]=NEOUoyersuabpeo)ur pesn 201g 001g‘pub &oore¢ree x 6 ¥01eO°aces Trt x €y0Ts0boreog"g9 Tem x 6 ¥0Tet00"66 trea a 6 ¥0Tsz00°86 a 5 x001d°90°86 5o90°56 6 5 00°66 6tag'3?6°o0"39 6€z é52é°5 6z562»60og'8e »6sO5'8e a éz€a 6ajury|bo dom ww 8 6ocurr|eet gem Wk 3 5 ©se_aurt|pute gem on,cient §x2018(penunuosy (paye/@U96 6 pavewue Se)SGVOT MWSHS GNIM Ov:0L-21 S402 ‘gz “dag MSM’si}eMUEAYS SIeMIeaYS @SxOMPOoM _ WoodWorks®Shearwalls Shearwalls.wsw Sep,25,201 12:10:40 WIND C&C LOADS Block Building Wind Tevel ‘agnitude [pstDirectionInteriorEnd Zono Block 1 Windward 2 25.1 29.5Block1Leeward225.1 2815Block1Leeward225.2 28:5Block1windward225.2915Block1Windward225.1 29°5Block1Leeward225.1 2915Block1Leeward225.1 23.5Block1Windward225.1 29.5Block2Windward225.1 2915Block2Leeward225.4 295Block2Leeward225.1 29.5Block2Windward225.1 29.5Block3Rindware225.1 23)Block 3 Leeward 2 ae.2315Block3Leeward225.1 2315Block3Windward225.1 25/5Block3Windward225.1 29.5Block3Leeward225.1 2915Block3Leeward225.2 2915Block3windward225.3 2915Block&Windward 2 25.1,29.5Block8Leeward225.1 29.5Block8Leeward225.1 2815Block8Windward225.1 29)Block 8 Leeward 2 25.1 2915BlockWindward2251129.5Block9Windward225.1 23.5Block9Leeward225.1 2915Block3Leeward225228.5Block9Windward225122915Block3Leeward225.1 2315BlockWindward2252915 Block 1 Windward 1 25.1 29.5Block1Leeward125.4 29.5Block1Leewarda25.1 2915Block1Windward125.1 29:5Block1Windwardi25.1 2915Block1Leewarda25.1 29.5Block1Leeward125.1 2915Block1windward2si129.5Block2Windward25.1 29.5Block2Leeward25.1 23.Block 2 Leeward 1 25.1 29:5Block2Wandward125.1 29.8Block3WestWandward125.1 2918Block3EastLeeward125a29.5Block3WestLeeward125:1 25/5Block3EastWindward125.1 29158Block3Windward125.1 2915Block3beewardI25.1 29'5Block3Leeward125.1 23.Block 3 North=Windward 1 25.1 2915Block4WestWindward.1 2310 21Block4BastLeewarda231021Block4westLeeward12310,20aBlock4BastWindwarda231021Block4SouthWindwarda2310271Block4North«Leeward 1 2al7 2912Block4South.«Leeward a 2310 271Block4North«Windward 1 24.7 2912Block5WestWindward23.0 27aBlock5EastLeeward123.0 271Block5WestLeeward123.0 artBlock5EastWindward123.0,annBlock5SouthWindward123.0,2mBlock5SouthLeeward12310artBlock6WestWindward123.0 znBlock6EastLeeward123.0,annBlock6WestLeewardL2310271 2 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 WIND C&C LOADS (continued)Block €Winawara T 7 TTBlock6Windward10omBlock6LeewardaoaraBlock7mindward1°araBlockLeeward1foaraBlock7Leeward10271Block7Windward10aTBlock7Windward1°271Block7Leeward172312Block7Leeward1toanaBlock7Wendward172912Block8Windward11295Block8Leeward1a2915 Block 8 Leeward 1 m1 2915Block8windwardta2915 Block @ Leeward 1 521 Block 8 Wendward 1 1 Block Windward 1 1BlockLeeward1a Block 9 Leeward 1 aBlock9windward1aBlock3Leeward11 Block 9 Windward 1 1 15 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2018 12:10:40 BUILDING MASSES: Tovel2 Magnitude TribForceBulldingBlockWall_|Profile Location (t){ibs,plt.psf)wiathDir__Elomont Line Start End Start End it EW Root Block 2 -1.00 so 387.5 ae.Es Root Block]5 “100 50 Sani 307.5,EW Root Block 2 §0150 9910621816215,EW Rook Block 2 11 0:50 0 10625628,ER Roof Block 3 it -0'50 so 3871s.387.5EWRoofBlock31d20150,50 387.5 367.5EWRookBlock8439.50,bo lsa's 193.8EKRoofa839:50,50193,19318EWRoot5ou39150,00200)200.0,EK Roof 5 39.50,30200)200.0, Nes Roof 1 oc -30.00 1.00 58 518.8NSRoof1630:00,i005 18.8 518.8NSRoot200/00 431 B13NSRoof2F0:00 an ousNSRoot38410051251215Ns3g84200512.512.5NSBG-14!50 751 4usBog-145 100)aNss6420081,3ws.5 24200 106.3 Both nla 2 0.00©39.80BothBlaa331s045.80BothBia50:00 riseBothnla53420039150,Both Bla 5 3315045150,Both Ria u 0:50 TsoBothaiaul34r0039150,Both n/a n 39150 46.00,Both Bia 2 39150 45.00Bothnia45039.50,Both na c oo 22.00Bothn/a c “2100 909BothalaB5:00 108.00,Both ala 106.00 14.00Bothaiab0:00 50BothavaD915050BothavaD33.50,2:00BothavaD52:00,50BothplaD76,00 5:99,Both aya 5 1700 90BothBia37°00 50Bothava59:00,50Bothaya:0:00 130BothBy6-23io0|-13150,Both Bla 6 39:00 114.00Bothala513150,90Bothava8510029 Teaver?Magnitude TribForceBuildingBlockWall_|Profile Location (ft)Iibs.pt.psf)widthDir__Element Line Start End Start End it) EW Roof,Block ¢bine -24.50 9.50 325.0 328.0EWRoof,Block 4 Line -24150 0.50 32510 325.0,EW Roof,Block 5 Line 150 iso 325.0 325.0EWRoofBlock3Line“17750 18032510 32510EWRoof,Block 6 Tine 18.00 iso 328.0 325.0EWRoof,Block §Tine 18:00 1s0 32510 325.0EWRoofBlock7Kane26250aoc318.8 3188EWRoofBlock7Tine24°50 o.oo es biasEfFloorFsniaTine-23.50 orn 283.8 293.8 Both Wall 2-1 ala 2|tine 0.00 38.80 67.5 3 EW Floor FS ala 2|tine 0.90 50 362.5EwFloorFSala2|tine 2180 oc 17075EwFloorF1Oava2|Line 34100 30 362.5EWFloorFSava3|tine -23150 a 293.8 16 WoodWorks®Shearwalls Shearwalis.wsw Sep.26,2016 12:10:40 BUILDING MASSES (continued) Both—Wall #1 aya 7 ine TST ws a EW Floor FIL Bla 4|tine 39.50 45.50 168.8 68.8 Both Wall S-1 pia s|tine 0.00 ase ens Ee Floor nia 5|ine 0.00 150 362.5 362.8 Ew Floor FIO nya 5|Line giloo 385036215 62.5 nla 5 39.50 o aava545.50 ers ons. ala 5 45,168.8 ave 6 1 30010 ave 7 1 30020 Floor F8 n/a 8 1 30020 Floor FS n/a 10 1130 300.0 aber ala Lane 9.50 1.50 61.5 6s. Ew Floor F2 ava Line 0.50 BERS 3825 Both Wall 11-2 ala ne|tne 3é.00 39.50 61.8 os EW Floor FA fa ni|tine 34.00 38.59 382.5 EW Floor FS ava ti|tine 39150 46.00,175.0 Both Wall 11-3 ala ne|tne 39.50 48.00 61.5 os BAW Floor FS asa 12|tine 39.50 46,00 175.0 Both Wall 12-1 ava 2 4 6s EW Floor FL ala B 323.50 9.50 300.0 300.0 ava 14|nine 0.50 ens 2 Mu 250 15D 362.5 362.5 FS ue 50 3400787157875Fa49038803621562,8 FL Fe 50 0:50 300.0 «300.0 a a|tine 00 325.0 325.0 4 Line 00 300.0 300-0 5 Line 00 250.0 250.0,so|dine 00 22510225810, 6 8|tine 2563 256.3 6 0|dine 2as 2313 7 a|Line aige ee7c|fine 29318 233.8 BL a|Line 293.8 233.8 Fr a|Line je7is tersFiza|tine yers eT.FS a|Line 30010 0 re 5|Line 63715 5 Fa Line 632.3 3 Fl c|tine 293.8 203.8 Both Wall ¢~1 nla c|ine ors NS Floor #3 ala c|tine=21.00 13.50 as3.8 93.8 Both Wall c-2 nla c|tine 21.00 9.90 67.5 NS Floor Fa ala c|tine -23.50 0.00 568.8 568.8 Both wall ¢-3 ala Line 85.00 108.00,ors ens NS Floor £10 ala Line 85.00 99.00 568.8 568.8 NS Floor fll nia Line 99.00 106.00 487.5 487.5, Both Wall ca ala Line 106.00 61.5 ens. NS Floor £13,n/a Line 214.00 130.00 300.0 300.0 17 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 BUILDING MASSES (continued)1S Floor FS We Db]ane ToT B30 ae aBothWallD-1 na Line 0.00 9.50 61.5 orsBothWailD-2 aa Line gis 33.50 ers ors Floor Fi ava o|sine 33.50 52.00 406.3 406.3 Both Wall D-3 nla pb|sine 33.50 62.5 615BothWallDoayap|Line 52:00 615 ensBothWallD-3 ala po|dine 6 ons ens NS Floor F9 n/a.pb|tine 76.00 85.00 406.3 406,83 Both Wall £-1 n/a e|Line 17.00 26.90 2 21.0BothWall£-2 Bla Line 37.00 4780 27 200BothWall£-3 n/a Line 59.00 68.50 27 200 NS Floor FS nla F|tine 9.00 9.50 406.3 a6.3 wal Ft ala pF|Line 0.00 85.08,on 65 Floor 6 ava Line 9.50 33.80 637.5 a7.Floor &7 ava ine 33:50 52100 406.3 a6 3Floor&&.ava Line 52.00 76.00 631.3 ganaFloor£9 Bla Eine 6:00 85.00 0613.06.3Floor£2 Bla Hine —-29:00-2100 «787.787.5, Both Wall G+ala c|tine -29.00 7.5 6s Nes Floor F ala so|tine 21.00 493.8 493.8 Both Wall G2 ala 3|sine 00 6n8 NS Floor Fl ala co|sine 99,00 106.00 aa7.5 5NSFloor£12 ala S|Line higioo Tans,5NSFloorFaavax|tine Bleo S688 5 Both Wall H+Bla x|Line -13.50 3.0 6n8 ons WS Floor Flo nla 85.00 99.00 568.8 Both watt ala 61.5 61.8BothWallaia16715ersBothWallnia267.5 ersBothWall3aia36r5en3BothWallalaa5BothWalln/a 5 23BothWallaie5BothWallala53BothWallala6is"3BothWallnla75{sBothWallBla8106020wallbla°50 5 15BothWalln/a 10 5 5BothWallBlau5isBothWallBlaL5BothWallnlan56BothWailBla12557.5BothWailnlaa5orsBothwallavaa45onsBothWalla52isorsBothallalaz<2 5 6r5BothWallA/a a 130 5 ensBothWallavaB33.5 615BothWal:Bla 56,5 ersBothwallBla©23"5 ensBothWallBlace0.00 is ensBothWallBla106.00 is ersBothWallBla3301005ensBothWalln/a >9150 5 ersBothWallBlaD52/00 5 67.5BothWailnla>55.00 5 ons.Both wall nie 26-00 q 2700BothWallva443.00 270 27.0 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2016 12:10:40 BUILDING MASSES (continued)woth Wall-E wa O08 oBothWallFolalaF09851005BothWallG-l n/a 6 0015150 5BothWallG-2 nla 6 9:00 114.00 5BothWallH-1 ala 150 0:00 5BothwallH-2 Bla 00 98.00 5 ogendrForteDir Direction in which the mass is used for seismic load generation,E-W,N-S,or BothBuilaingelement-Roof,gable end,wall or floor area used to generate mass,wal line for user-eoplied masses,Floor Fi refer to Plan View for Noorareanumber Wall ine -Shearine that equivalent ine load is assigned to Location «Start and end points of equivalent line load an wal line‘Tb With.-Tributary width;for user applied area loads only 19 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 SEISMIC LOADS Lovel2 Force Profile Location (Mag [ibs,pt psf Dir Start End Start End ew -0.50 114.6 114.6=0:00 228.3 228.3Ee0:00 230 230a0:50 249.2 249.2Ew0:50 250 230Ea1.50 383.5 383.5a1:50 849 349 EW 34.00 963.5 363.5Ee7:00 38 36a7.50 80 80Ee34.00 848 e43Ee35.00 233.5 533.5En33.50 269.2 268.2 EW 39:50,305,308Ee.385.7 385.7entne45.50 isela 156.4 EW Point 45.50 135 1saLine46.00 136.4 136.4ERPoint46:00 aad 140EeTine46.50 16.5 116.5 EW Line 47.00 39.2 39.2 ws bine 47.2 47,2NSPoint32111 no Line 534 53.4wstine53.4 53.4NsLine613613NSPointisisNsLinee61.3NSPoint40wsTne00)1006 $Tine “5 45.4 S Tine a 45.4NsLine46.46.6neTnea.454NSvinerr45.4NsTine46.46.6wsLine2.454eSCine6.45.4wsTine46,46.6wsLinea.454wsLinea454nsHine100)10076wsPointaa0wsbinee.61.3NsPoint3020wsinea3613wsine10000521852.8wsLine106-00 52.8 52.8NSPoint.=114.00 320 320nsLine114.00 46.6 46.6 Tove? Force Profile Location Mag {Ibs,pit psf Dir Start End Start End EW bine -24.50 -23.50 95.2 95.2 EW Point 23.50,-23.5 257 237 EW Line 723.50 -18.00 203.0 203.9, EW Line =1a00©-17'50 251.1 25.1 EW Line =17'30,-17.00 239.2 293.2, EW Point.©17.00 -17:00,120 120 ER Line =i7io0—-16:50 353.5 353.5 Ew Point.=“16.50 -16.50,120 120 EW Line 716.50 0.00 407.8 407.8 EW Point 0:00 0:00 327 337EaLine0:00 0°50 380.3 380.8 EW Point 0:50 0:50 328 328 Ew Line 0250 1:50 352.0 352.0EwPoint115011509eas EW bine 150 7330 2e44 204.4 20 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 ‘SEISMIC LOADS (continued)==Point 77 EW Point a1akine750286.4 Ew Line 33.00 26a EW point 3400 aig Ew Line 34.00 1a.2 EW Point 39.50 308 Ew Line 39.50 90.8 ew 45150 135 EW 45.50 45.8 EW 46.00 140 ws Line 45.50NsPoint744.50nsvineH44!50 NS Point 29100NsLine29:00 NS Point =21.00NsLine=21:00 N ine ‘00 NS point 50 Ns.Line 50 0 NS Point 00 ° N Line 00 8 5 Line 50 8 N point 50 9150 Ns.Line 50 6.50 Ns.Line 5037.00,Ns Line "00 .ns.Line 200 NS Point 50 Ns.Line "50NsLine50 Ns Line oo Ns Point [so"Lane 150 NS.Lane 200 XS Line 00 NS Point 2008ane00ws.Line 290 x Line 50 BS Point 76.00nsLine76.00nsLine77.00NsPoint85.00 ws.Line 85.00 NS Point 9900NsLine99100nsrane308.00, NS Point,106.00 37 Ns.Lane 196-00 36.2 NS Point.uié.o0 320 ws.Line 114700 30.3 Nes Point.130:00 etwsLine130.00 142 Tagend: Loads in table can be accumulation of loads from sever building masses,so they do nat corescond with a particular building element. Location -Start and end of loadin direction perpendicular to seismic force direction Notes: Allloads entered by the user ar generated by program are specifi (unfactored)loads.The program applies load factor of 0.70 and redundancy factor to seismic loads before distributing them tothe shearlines, 21 WoodWorks®Shearwalls Shearwalls.wsw Sep.26,2016 12:10:40 Design Summary SHEARWALL DESIGN Wind Shear Loads,Flexible Diaphragm All shearwalls have sufficient design capacity Wind Shear Loads,Rigid Diaphragm All shearwalls have sufficient design capacity Components and Cladding Wind Loads,Out-ot-plane Sheathing All shearwalls have sufficient design capadly Components and Cladding Wind Loads,Nail Withdrawal All shearwails have sufficient design capacity. Seismic Loads,Flexible Diaphragm All shearwalls have sufficient design capacity Seismic Loads,Rigid Diaphragm Al shearwalls have sufficient design capacity HOLDDOWN DESIGN Wind Loads,Flexible Diaphragm All hold-downs have sufficient design capacity, Wind Loads,Rigid Diaphragm Allhold-downs have sufficient design capaciy. Seismic Loads,Flexible Diaphragm Under-capaciy hold-downs were found on the following walls: Level 1°F-1 Level2:F-4 Seismic Loads,Rigid Diaphragm All hold-downs have sufficient design capacity This Design Summary does not include failures that occur due to excessive story drift (NBC 4.18.13 (3). Refer to Story Dnit table in this report to veny this design criterion.Refer fo the Detection table for possible issues regarding fastener slippage(SDPWS Table C4.2 20) 22 WoodWorks®Shearwalls Shearwalis.wsw Sep.25,201 12:10:40 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights)Loacs SHEAR RESULTS WY For IW-Sub “ASO Shear Force [aM]‘Allowable Shoar [ol]Cat Gp|dir int ext|Vitbs]_vmaxv Int__Ext CoC Total__vjbs)_|Resp. Int,tevt —¢|goth 10 a0 na 534 1.00 5 23015 ]0.03Line2 Level 2 tn2,tev2 |noth Le a 10.5 10.5 534 1.00 s ss 21877]0,02Lovel1 tne,tevt «|sow io]1205 30.5 534 1.00 §21877}0.06a[aos uo}in 3016 554 1100 §2ier7}0:06Line3 in3,tev 4|sow Lo 3380 ana ss¢1.00 8 55a 1305]0.06a[aos 1a 4336 bse too 5554 0:06Line4 Level 2 ind,eve 4|sow 10 197 132.828 554 100sapass10731291212912584100§Level 1 Ing,evi 4|sow ao|1936 308.0 306.9 100sa[ass alo|imma 298.7 alooLine5 Lovel 2 ins,Lev2 4|sow 10 138.0 s ¢[uss te 136.1 8watts-1 ¢|Both newall5-20 4|sow no 138.0 a [aos 10 BELwalis-30 4|sow Lo 13804|pos re BellLevelIns,lev]4 1.0 239.1 554 1.00 s 4 uo 23a 554 1100 §Wal 5-200 4 10 2391 556 1,00 4 uo 23317 5541100masa410239.1 5841.004ilo233.7 554 100WalS2004ia5561.00Line6 tn6,teva|sow 1.0 res 554 1.00 safameio90:3 80.3 556 1100 §Line 7int,teva|sow 10 90.2 554 1.00 s 354 10246]0.26a[aoe ie 89.9 100 554 t9246|oll6Line8 Lovel2 ung,Lev2 4|Both 0]2403 92.6 92.6 ss¢1.00 s 554 1asg0]0.27Lovel1 ing,tevt 3|Boch no]334g aaa tana sof ico s 554 1ai2a]0.24Line9 End,Levl so]1693 san oan soe loo s 554 s96a]0.374rio]ter ga's gag s¢iloo 5 554 39e/0117Line10tnio,Levi «|sow no]1658 92.7 92.7 doo s 9549369]0.37NOStio]tee 91 on roo S553 3369/0127Line14 Level 2Intl,tev2 4|son 160 -Logs 584 e646]0.24a[ass 1580 -aloo 8 5546646)0.24wai-2 4|son 13413304 aloo 554 3046|0.24 a [aos T1316 io 554 soag]0124wats4|son g67133.4 iog 4 3400]01244|wos B56 13106 aoa 3543600]0.24wanii-1 4|Born °aloo 554 ~|.Leveltril,tevt 4|sow ao]2769 -a.00 8 554 6646]0.42a|ss.alo]2703 -iioo 8 $54 eas]0142wain24|sow ilo]ize7 230.3,oo 558 3048]0142 a [eos aio|1235 _225:2 Lag,554 45]0.4 23 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 SHEAR RESULTS(flexible wind design,continued) Wall 3a]SW T THT BOT FT FEU OAT @ [aos lea 225.2 554100 3600]0.42mur4¢S84 lt eyesLine12 Level 2 inl2,teva |sow a0]799 122.8 22.9 ss¢1.00 9 so4 3600]0.22a[sss Vo}777 tbls ste Ss loo 8 $84 «3600 0.22Levelttmz,ter |sow 1.0]140 202.2 203.2 554 1.00 s 554 3600f0.51 as [aos ao}tao dale Bale S54 1100 §534 3600/0149 Line 13Imp,tert «|sow 10]ne 23.8 29.8 s8¢1.00 s $54 19292/0.05, 4 [aos Ho}72 30103010 S54 1100 $$84 13292]0.05,Line 14 Level 2init,tev?«|noth ro}a2 9.9 a0.ss¢1.00 8 854 aze00]o.02Loveltini,wert «|sow no}01 10 ae s5¢1.00 8 ss4 —aze00]0.06a[aos Vo}2 RT Sse 100 8 534 24600]9.08Line15tals,test 4|Both uo 422 ane ane 584 1.00 8 554 19292]0.03 EW W]For —aW-Cab “ivowabte Shear [a CritShearlinesGp|Dir__int Ext Int__ext_"CoC Total _vitbs)|Resp.Tine € Level 2 Inc,Lev?1.0 4 1.00 s 554 eae]0.03WailCiio71005584432|0103WallC4Yoa4ao5544432|0103Levelt unc,evl 1 10 1 ase s 418 23092]0.24iaoaOsa341823692)0.13iiaaa1e2sar“7028/0113, 3 Yo a 182 s417028|0110iVo}12g 158191011 als 48 Soteol28iro}“453 “as's “sala ag=tis Ste)oc,i alo,3318 zeta a0 a:60 52688320119ialo]“tor “elo “Sala 0:80©5268320110waresivo]121415819 10112 ost 418 Sone 0.28 1 io]“653 “a5ls “sala oi6s 41a S018 0.13Line€ Level 2 Ine,Leva «|goth oe a 554 1.00 s 554 24606]0.04Waines©¢|Both 3 ne ate ssq 1lo0”$54 aast [0.04WaliEi4|Btn ie ile Ate 554 1100884 aiea [0/04wall2&|Both 1116 ale 554 100 s8¢4985]0.04Wall4©|Both 205216 ile ssq 100 $4 Sze [0.04wales4|Both zone ae 554 100-886 Seu5|ol04LeveltIn,Levt 1 2.0]2601 wa 67 0.74 s 496 31084|0.09iaio]teas 218 67 0174 §486 32084/0.06LineF Level 2 tne,tev2 4|goth 10}1070 32.0 32.0 554 1.00 s 556 18584]0.06Leveltiar,Levt 4|potn 10}2991 99.9 8.9 554 1.00 s ss¢—1esséo.26LineG Level 2 TAG,Lev2 4 10}soa =az 954 1.00 s s5¢ 10246]0.06wai2aVo}336 aa ae 554 1l00 sq 4985]0.08wail4vof3123218alessa1005885261[0108Levelt Inc,Levi 4|Both 1.0]ase =on.$54 1.00 s 556 10246 /0.26waitc-2 4|bon Vo}“er nana 554 1lo0 ss¢_—4985 0waitei4|Both Vo}867 512i ssa 100588 saei |Line # Lovel 2tat,Lev2 4|Both ro}2 aes a.00 s 554 @861/0.03waine14|Both Uo}tae aes ess aloo "554 4431/0103Wali24|Both Vo}ts ies des 100538 tana fol03Levelt Ing,bev ¢_[potn aol on 53 541.00 ssi a0e1}o.09 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12: SHEAR RESULTS (flexible wind design,continued)Wall HI 4|Both To 70 srs 35a 1.00 35a oswall24|poem io 420 303 554 1.00 55a asi [o.o9 geneUnless otherwise noted,the value in the table fora sheartine isthe one for wall n the line wth fe critical design respanse.W.Gp-Wall design group defined in Sheathing and Framing Materials tables,where it shows associated Standard Wall.°*"means that this wall iscaticalforalwalsintheStandardWallgroup.For Dir-Direction of wind force along shearine, HAW-Cut~Fibreboard heightto-wieth factor from SDPWS table 4.3.4 note 3,or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2forcriticalsegmentonwal. \V-ASD factored shear force.For shearine:total shearine force.For wall:force taken by totale all segments on wall\max -Base shear =ASD factored shear force per uni ful height sheathing,divided by perforaton factor Co as per SDPWS eqn.43-8\-Design shear force =ASD factored shear force per unt full height sheathing.For wal itis the largest force on any segmentInt-Unit shear capacity of interior sheathing:Ext -Unit shear capacity of exterior sheathing.Incucdes Cub and height-to-width factors,Co-Perforation factor rom SOPWS Table 4.3.35,C-Sheathing combination rule,A =Add capacities,S =Strongest side only,X=Strongest side or twice weakestTotalCombinedint.and ext.unit shear capacity inc.perforation factor. \V~For wal,Sum of combined shear capacities for ail sagments on wall.For sheariine:sum of ll wall capacities online.(Cnt Resp ~Critical response =v/Total =design shear force/unt shear capacity for ctcal segment on wall or sheariine. "S"indicates that the seismic design criterion was ential in selecting wal Notes: Rete to Elevation View diagrams for individual level for uplit anchorage force t for perforated walls given by SDPWS 4.36.4.24. 25 9% SIH OF ISPS CET wer T OOT Tehaedin039509|0¢ser t ore wot Aaeddn03z930u002bezT0°E were A deddn 03 sa30a/902 od 1 ore uets A aoddn 03 z0z0a 5.5 1 oor UeTExeddn01azeu227zt1aoeuote& dedan 02 zozou tor {oz T aod wets & soo nox|ose ee 1 core eS 7 ser umm ost peserospopytteaneze826umOsoes7 Teast zoddn on iasou/261 zr r 0970 wer AToaotaaddnonza3eu|261 zor 1 0070 uotg & bos om ost eseroshawoeoeummOsobos70s-1 0070 peserosoeorenesorm0070bos7 Teast oddn esr zat 1 0°0 uote A Tenet reddn zat zor T 00°0 wera Aerosboay26zeT00"0 pug 7 z070 shoe,ioe|o9t ost r aco pag azoo|Shosy ‘Togs|09t oor 1 beeen Pag T 50:0 soa tome]sce sur t etree covet pu asoo|Shosy Tioge|PLE me t e°0©poverE BUT e070 shoe tiome|exe euz r ae070Sheyriage|cz 2 t 1 sro shoe rods |2036 r gorse 0o'ss PUeoSrosyroa]toe T forse ooves PUT zo rods|osce 1 eershoo'se pugZrOtroau|vove t eo7ee 00"se pu20hogs|s9ce t acres©0"S8 Pu0rings|5256 t cree 0"s8 BU oro roca|sea t act oorge10‘haca|958 1 Lest-008k UE W0 race|ise t eect pores,pa10Troon|ase T leat oo-es pu?ourTonotadda039308tBeerustaAstroSpo.Traci 1 aerze Pury 1-8soSho.Traci t 9b PUT 1-8sourorosro.rac ze 1 eer ostec,pu THeoroShOBLTrooneaTcerst-0s"EE PUT oueurorto§p08.troon|928 328 1 oss pure TgoroShoe.riaca|sc8 sea t oss Pur T 1-3aun,erro shoe.rian|eee euve t aersh 0070 pore fsFroSpoe.Tragw|tS Tre T es76e 00°pur &-§ero Spo tiooe|LaFe Lee t Ser8e 00"pare 2-5FrasposeTiacu|S956 see t EVE 00°pur T 2-5seuestoSFB.rau |case 1s6e 1 sb pure TeTs'0 shoes Troon t2tF ir T 6E pur T Teya vora—gpoey race|age 882 r zt'0--pias TeForoshoe.ttaca|502 see 1 eee 0OTe=PETEfoun, Soro stoe.trou eve cue t gerse —porst-puso"0 Shae tron]tLe Te t zo=ore-PU Zezoun Zoro shaw.itnax|est est t ztro-ostre>puZoroSboByTrogk|6ST esr Levee ste PME TT bounrn3585xxuTetuodeg.[sai]22104 unoppjon e07 fu]uone207 oun) casy oysu0y 1 en07 TUBis@p Pum 81@1x@H)J NOISAG NMOC-C'1OH Ov:0L:21 $107 ‘sz ‘deg msm'sjjemueoug s|femueays @SysOMPOOM WoodWorks® Shearwalls Shearwalls.wsw Sep. 25, 2015 12:10:40 HOLD-DOWN DESIGN ( Veer 00 O] ROTer bo wpper Level v elem 200 Upper Level v Elen 82 upper Level V Elen 208 Refer to upper level Bl Rend 261 208 B10 0.05 V Blea 201 Hefer to upper Level Rol spus 406s 0 Lop 2 #08 saoes 0 Bop 2 008 saues Lop 3 ° Rop 3 0.2 Lop é 0. Bop é ° Lop § a. ops a. Lope a Rop é o: 1 op? 0: ROp7 °. Lop 3 0:2 b End 0.25 Lop ois Ropa 018 R End 0:35 1 End 0113 op 2 015 op 2 0115 R End ois 1 Bd 0.08 Lop 0.08 Bop t 0.08 B End 0.08 2 End 0.08 Lop 8:08 Bop t 0.08 R Ena 0.08 cnt Positn Rosp. Lend -29.00 0.22 a 0.01 Rind “25100 39.38 i 0:01 Lend 13.50 39.63 1 0.36 Rand “13150 45.38 1 0135 0.00 34.13 2 2301 a302| wou sass 0.16 0.00 39.38 i 1283 41283) abun “goss 0126 0:00 4863 1 1296 1296) woot sands 0126 o.oo 45.39 i ane 3278|Hout sass 0116 Lend 42.50 7.63 1 ee 842) xona goss 0.10 Rend 4215033138 1 82 842 fou sands 0110 sha a 2258 2288 Hour sass 0.16 39.38 i 2241 324i|wou saoas 0115 39.63 1 iss 3249] woot sous 0.16 45.68 L 1232 3232| abut 9085015 39.83 1 110 1150] soon oss 0.24 45.88 1 1120 1129|woo e045 O14 Lend 114.00 0.63 1 3 9085 0.01 Rind 114100 39.38 1 3 *aas (0.01 Lend -28.87 0.90 1 152 0850.02 Rend "211120100 1 352 80880102 Land 106130150 i 352 soa 0102 Rend 113.88 0.50 1 352 e085 0102 27 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2016 12:10:40 HOLD-DOWN DESIGN(flexible wind design,continued)El baad 0.37 7,00 T Tor “BUST.Rend 61887100 i 201 savas 002Lind11137!90 1 200 savas 0.02Rind2518871001200saoas0.02L371137150i39spoas002R47337150i235,spoas 0.02 L 58137130,i 200 ~aoas 0.02Re637750i200savas0.02Lanes7100,2 203 a sods 0.02R35387.00 1 20 201|aboii soa 0.02 R 7.63 34.00 2 307 307]Hoot seas 0.04L1113834!00 i 307 307}avi ~aoas 0104 R 1833 34!00 i 298 298 apo soas 0.04L24198341001299296|apo seas 0.04R30.63 34.00,i 508 soa}aoa spoas 0.04L34.88 34.00,1 304 30a poi Boas 0.04R42533400i314gua]abet sna 0104143188341001aajuafapoiasavas0.04R34.00 30 307|pov sengs 0.04 L 34.00 a 307 307 apt ese 0.04F34.00 1 299 298]aul vs045 0108L34.00 L 293 25 |ebu1 goa loaR34100i30a30axoua“80s 0.04i34100130a304]Hound esis 10a ‘39.50 1 ova 3043 0.08L"sa 1 woot #8045004RQ1NoO1LLoaB39.50 a 1]xou2 sp0as loai39.50 1 ova seoas O08139.50 1 nova se0as O10R39.50 a HoOIL ads 0104R39150i021seoasloa L Bed,45.50 a ° 1 op 2 85150 1 0Ropi“3187 45150 1 savasRend"011245150 a e043Lend8511346.00 i “30450Lop86.88 46.90 1 sacas 8Ropi95.13 46.00 i seoas 0102Rend9818846.00 i seoas 0102 ine-Wal: At wall or opening ~Shearine and wall number At vertical element -SheariinePositn-Position of stud that hold-down is attached to V Elem -Vertical element:column or strengthened studs required where not atwall end or openingLorREnd-Alef or right wall encLorROpn-Al leh or right side of opening n Location -Co-ordinates in Plan View Load Case -Resuts are for ctical load case: ‘ASCE 7 All Heights:Caso 1 or 2 from Fig.27.4-8 ‘ASCE 7 Low-ise:Windward comer{s)and Case A or B from Fig.28.4-1 ‘ASCE 7 Minimum loads (27.1.5/28.4.4) Hold-down Forces: ‘Shear—Wind shear overtuming component,based on sheariine force,includes perforation factor Co,factored for ASD by 0.60Dead~Dead load resisting component,factored for ASD by 0.60 Uplift -Upit wind load component,factored for ASD by 0.60 (Cmb'd -Sum of ASD factored overtuming,dead and uplit forces.May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1whenopeningsarestaggered. ‘Hold-down ~Deviee used from hold-down database Cap =Allowable ASD tension load Crit.Resp.-Critical Response =Combined ASD force /Allowable ASD tension load Notes: ‘WARNING -This hold-down does not have design capacities forthe thickness of end studs selscte,so additional jack studs or blocking required Refer to Shear Results table for perforation factors Co. 28 __ WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2018 12:10:40 DRAG STRUT FORCES (flexible wind design) Levert Drag Sirat Line-Position on Wall Location {t}Load Forcelbs}Wall ‘of Opening|x y Case aTine2 2-1 Left Wall End -29.00 0.00 1 499452Line3 3-1 Right Wall End -21.00 0,00 1 462466Line4 ‘4-1 Left Wall End “13.50 38,50 1 1594 1540 Line § S-2 weft Wall End 0.00 34,00 1 20s 2008, Line 6 6-1 Right Wall end 9.50 1.50 1 10791065Line7“I-1.Right Wall End 33.50 1.50 1 1063 1049Line82snd42.90 1.50 a 6176178-2 End 421503300,1 103303, End,52.00 1.50,1 10901076 10-1 Right Wall End 76.00 1.50 1 10731059Line11 11-2 Left Wall End 85.00 34.00,1 2035 1990Line12 12-1 Left wall End 99.00 39.50,1 19781525Line13 13-1 Right Wall End 196.00 9.50 1 43 uaeLine14 Té-l vege Wall End 14.00 0.50 1 460462Line¢C1 Lege Opening 1 -36.00 0.09 a a5 2acolRaghtOpening1S3sisa.aloo.1 67770C-1 Right wall End =23:00 0.00 1 30521152€-2 Left wail Ena -21:00 0.00 1 2012772LefeOpening2=17'50 0100 1 1217 1g62€-2 Right Opening 1 =18's0 0.00 1 30801735€-2 Left opening 2 =10:00 0:00 1 asi 2230€-2 Right Opening 2 4:00 000,a asin 2377€-2 Right wall End 0:00 ©0100 1 wn 217€-3 Lett wall end.85100 0150,1 693 41a6-3.Left Opening 1 88.50 0.50,1 296 45266-3.Right Opening 1 941500150,a bes 4673,6-3 Left opening 2 99.00 0.50,59 5168G3.Right Opening 2 102/00 0180 195 S241C-3 Right wall End 306.00 (0150 258 SealG4Leftwallend.i400 0150 27 5806 GS-4 Left opening 2 ie.o0 0150.3876156cosRightOpening2421,000.50 1 279 6214LineBlLeftWallEnd“2.00 7.00,1 soe 348BolLeftOpening1515071001272187E-L Right Opening 1 100 7:00 1 362248EslLeftopening2aloo700,1 204 140E-l Right Opening 2 16.50,700 1 26s inaEslLeftopening326.00 700,1 300 atE-l Right Opening 3 28:50 7:00 1 B23E-l Lett opening ¢33.50 7.00,1 1248sBolRight.Opening «36.50 700,1 a 33olLeftopening548:00 7100,1 499280E-l Right Opening 5 sis 7:00 1 320°219E-l Left opening 6 beso 7.00.1 an atE-l Right.Opening 6 59:00 7.09.1 413283E-l Left opening 7 56.50 7.00 1 m2 48ElRight.Opening 7 7200700 1 sistaElLeftopening876.00 7.00,1 Bos 552E-l Right Opening 8 731007100 1 723500BolRightWallEnd85:00 7:00,1 917 629LineF Fel Right Opening 1 7.50 34.00 1 63763F-l Left opening 2 1150 34:00 a 430430FlRightOpening218:00 34.00,a 626 626FelLeftopening325:00 34200,a 107147FelRightOpening330:50 34200,4 262262 23 WoodWorks®Shearwalls Shearwal wsw Sep.25,2015 12:10:40 DRAG STRUT FORCES (flexible id design,continued) Tete Openings ¢"STOT T eaRightOpening434.00 1 so 80 Left opening 5 34.90 1 125125RightOpening534.00 1 1Lettopening€34.00 1 273 Right Opening 6 34.90 i 37 inLeftopening734.00 a 58:581 Right Opening 7 34.00 i 43448Leftopening&3400 1 33733 Left opening 1 -24.50 39,50 4 3573sRightOpening1“ig.s0 39150 1 27287 Right Wall end S13i80 33150 1 ea 68a Left wall Ena g9.o0 33150 1 sta ead Lett Opening 1 303.00 39.50 1 326326RightOpening2tos.o0 33150 1 38133 Left opening 1 -9.50 45.50 1 176 Right Opening fa00 454 1 136 Right Wal!End o.oo 48.1 312leftwallea3510046.1 30s 308ettOpening1ss.n0 46 1 i132RightOpening235.0046,1 16176 Drag Sit Position on Wall Location ()Load Force bs} oF Opening x ¥Case =e Left Wall Bnd 33.50 1 e200 era Left Wall Bd 0.00 34.00 1 aie6 1170 Left Wall Bnd 7.50 1 445 asinemallBnd3315013737 Left Wall Bnd 85.00 34.00 1 nn 1163 Left Wall End 93.00 33.50 1 62s 866 Right Wall End =21.00 0.00 1 uraeftwailEnd306-00 0.50 roto Left (all End -9.50 200 a 332 Right Wall End 7007.00 1 80 Left wall End 1700 7.00 i 347 Right Wall End 26.00 7100 1 13 Left Wall End sron 7150 1 arRightWallEnd47:50 7.80 1 63heftwallendselon7.50 1 8 Right.fall End e350 7.80 a 133teftwallend7130720013RightNal?End a5150 7100 1 192 Right Opening 34.00 a 273 Left opening 2 34.00 1 15 Right Opening 2 3400 1 224 Lett opening 3 34.00 1 53 Right Opening 3 34.00 1 oaLettopening¢34.00 1 a6 Right Opening 4 34.00 1 23 Left opening 5 34.00 1 45 Right Opening 6 34.00 1 a Lett opening 6 34.00 1 98 Right Opening 6 34.00 1 43Lettopening?34:00 1 208 Rigne Opening 7 34109 1 359 Left opening 34.00 1 269 Lett opening 1 39.50 1 Right Opening 1 39.50 1 Right Wail End 33.50 1 246 Left Wall Bnd 39.50 i 232232LeftOpening1391501notRightOpening1391501143143 30 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 DRAG STRUT FORCES (flexible wind design,continued) Left Opening 1 -3.50 6 63 Right Opening 1 -4.09)1 9 48 Right ‘all End 8200 2 eft Wall end 85.09,1 an aLeftOpening185.09,48 3 Right Opening 1 95.00,683 Line-Wal -Shearine and wall number Position.»Side of opening or wall end that drag stut is attached to Location -Co-ordinates in Plan View Load Case Results are for critical load case: ‘ASCE 7 All heights Case 1 or2 ASCE7Lowrisecomer;Case A or B Drag strut Force -Axial force in transfer elements at openings and gaps in walls along shearin, Based on ASD factored shearine force,includes perforation factor Co. =>Due fo shearine force inthe west-o-east or south-to-north direction<Due to shearine force in the east-to-west or north-to-south direction 34 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2016 12:10:40 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights)Loads ‘SHEAR RESULTS NS WY]For HWub “ASD Shear Force [pl ‘Allowable Shear Tp Crit, Shearlines Gp|_bir__int_Ext|vibe)ymax.v__|im ext CoC Total_vitbs)|Resp. Tine 7 LevelInt,tei a|son ro]raa6 too s 554 130s ]o.34 a|wos to}isis oo s 534 130s ]o.34 Line 2 Lovel 2 tn2,Lev 4 ro}2255 57.2 554 100s $54 22877]0.20 4 io 2 86.8 ssi ilo0 $354 21877]0.10 Level 1 ing,Levi a|su oes 78.278.ssa Lop s 554 4 |e goad 771171 Sd 100 8 554 Line 3 ins,tea a4|son -o|tesa 78.0 78.0 S54 1.00 5 554 a|wos o|aio 77.0 720 se¢1100 S584Line. Lovet 2 ind,Lew 4 Le Biz ST.Sta s $54 3923}0.20 4 io 3356888.8 584 3323/0110 Levelt Ing,levl 4 468 18.0 78.0 s ssa 3a23fo.a4 4 4627710 77.0 S554 3323]0.14 Lines Level 2In,leva 4 Le ese -ota s 554 a ie 649 =sea S554walls-20 4 io a 584 Wall $204 ©aut 584 4 ile 310 556wals-3 4 io 3a bse a alo 3393 586 LeveltIns,Levl 4 1.0 a9 954 1.00 s 554 6360]0.14 4 io 285 554 leo s 55¢6369]0:14wails-200 4 xo 429 554 1200 §3046)0:14 4 io 423 556 1200 soae [0.34walls-3 4 ilo 468 5841100 3323/0114 4 io 462 554 1100 3523 0.14wal5-104 ie 0 554 1100 554 =|= Line 6 Ing,tevl 4 ao}1a 554 1.00 s 554 10246]0.24 4 Vo}123 554 1100 $554 10246]0114 Line 7Int,wevl 4 ao]1s0 7.8 552 1.00 s 554 10246]0.24 4 Vo}tea 15.8 554 1100 $554 10246]0124 Line 8 Level 2 Inf,Lev2 4 14s2 97.0 1.00 8 4 les 5614 tooLevelt Ing,Lev 3|s-ow 1a m8 ss 1.00 ssa3|e Xo 76.8 S54 1100 S554Line9 Ind,wert 4|soon aa]i399 m7 4.00 8 S54 &pass vio}i381 76177617 roo 5 554 Line 10Ini,test 4 ao 397 354 too s 5s¢9968]0.18 4 io 554 i100 $s 554 99a)0r14 Line 11 Level 2Intl,Lev2 4 Le 603 -36.oot s 354 s64e]0.10‘ia 676 =5e3 584 S 554 — gede]0:10wal1-2 io 313 56.9 5e.9 554 551 30a6 [0.10 4 ilo 310563 56.3 554 554 sae [0.30Walla410m05619560855858436000.20 4 ia 368 S643 86.3 554 584 3400 [0.10waluel4ilo05545547 Lovol 1 32 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 ‘SHEAR RESULTS (rigid wind design,continued)Tnil,tev 2 I =ns Tas ase OT4913-1686 roo 8 554 6646]0.14wall11-2 4 2 m6 NS roo 554 3046014 4 gl Tee 78.8 100 584 3048|oraWall21-34 Sod 7716 Tg 554100 554 3600/or14 4 4981616 788 534 100 554 3600/0114walt-a&°tog 338 - Line 12 Lovet 2 Inl2,wev2 4 1.0 310 86.3 56.8 Loo 5 $54 3600 4 ilo Bee SES BEL tion $354 3600, LeveltIni,tei a|sow 10 soe 77.5778.1.00 3600]0.14 a|wos ilo 43776)16.5 reo 3600|0:14Line13 ints,tert a|sow ns TS S554 13292 a|wos 65 7615 S554 13292 Line 14 Lovel 2tnt,vez a|sow 96.9 56.3 2.00 21600 a [wos 53 56.3 5541100 §21600LeveltIni,Levi 4|son 17.50 715 S534 21600 a|wes res 1618 8 554 21600 Line 15 TnlS,tel 4 Tt 4 Loos s3292|0.14 4 76.4 4 too sazs2 fora EW W For —HWub ‘ASD Shear Force [pl “Allowable Shear [pi CrtShearlinesGp|Dir__Int Ext|vifibs]__vmax vy|int ext CoG _Total_vjibe)|Resp. Tine C Level 2 inc,tev?«3|Both 1.0 393 24.5 554 1.00 §east|o.08Waitc-1 3|Both 10 196 24.5245,554 1,00 sas:|ologWauca3|Both io i960 288 2a,554 1100 4431|0108 Level 1 Enc,levi 2 ao]3455 -2 s 41s 23832]0. a io 1 -3 s 41g 23e92/0Wall111995.0 2 S41 7028/0. 1 ia 18.8 3 541 7028)0.wall c2 1 io 3510 wi ais sole|o- 1 io 19.8 2.6 41s 5016|0103Wallca1935104526€@32 [0114 1 ila isis ‘3 526 6832 0-03wallc-3 1 io 95:0 4 as orai1019.8 te 418 0103 Line E Level 2 Ing,Lev?4 ao]1097 aa 3541.00 558 24645]0.04 Wall Es 4 10 197 24.7247 ess 1200 584 4431 [0104 Wall E14 10 385241727 1200 558 415a {0.04 Wall E24 io 22200 2417247 1200 558 4385 0.04WallE44102340241224711005545261|0-04 Wall E34 ve 259°24.7247 1200 554 5815/04Level1 Ine,Levi 1 Le 34.6 69.9 657 0.74 s 496 310n4}o.24 1 10 apie 15.4 657 0.74 $486 -31084]0103, Line F Level 2 Inf,Lev?4 Le ao 25.1 25.1 554 1.00 $594 aessa}o.03.Level InF,Levi 4 ro}267 ea tag psa ioc s ssa iessefo.34 4 10 700-2018 20.8 bea 100 S ssa essa}alogLine6 Level2 Ins,Lev2 4|Both 10 465,-5541.00 10246]0.05wairc24|Bote no 226 28.2 psa 1.oc 4985]0705wallGi4|Both 10 239 25.2,554 1,00 5261]0.03, Level 1 Un,Lev 4 Lo 1 554 1.00 s a0246|0.24 4 Lo -6 554 ioc 8 554 10246]0:04Wallc241038.ca 554 1100 ssa ages ola 4 io 216 6 554 100 554465]0104 33 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12: SHEAR RESULTS (rigid wind design,continued)Wal GT aT aE To eT 5a|ee ao ae 216 seq 100 &s4_—sze1|0.08 a|poem a 25.3 S58 554 gue &|both aa 2.3 3813 534 55a 4831, a|born aa 3383 584 5844431 ‘aes 354 ssa ane a 3 354 S53 telWaiaa307g7918soe3344atoladalabaaBsa431wae4aleFila34255a431a179a2laala58¢100 $d a3 na Unless otherwise noted,the value inthe table for a shearline isthe one for wall onthe line withthe critical design response.WGp-Wall design group defined in Sheathing and Framing Materials tables,where it shows asscciated Standard Wall °°"means that this wal is‘tical forall walls in the Standard Well group.For Dir -Direction of wind force along shearine. HIW-Cub —Fibreboard height-to-width factor from SDPWS table 4.3.4 note 3,or Unblocked structural wood pane!factor Cub from SDPWS 4.3.3.2forcricalsegmentonwal.ASD factored shear force.For shearine:total shearline force.For wal!force taken by total o all segments on wall \max -Base shear =ASD factored shear force per uni ul height sheathing,dlvided by perforaton factor Co as per SDPWS eqn,43-8 =/FHS/Co.v-Design shear force =ASD factored shear force per uni full height sheathing.For wal isthe largest force on any segment.Int-Unit shear capaciy of interior sheathing:Ext -Unit shear capacity of exterior sheathing.Incudes Cub and height-to-wieth factors. Co Perforation factor fom SDPWS Table 4.3.3.5.-Sheathing combination rule,A =Add capacities,S =Strongest side only,X=Strongest side or twice weakest. Total -Combined it.and ext.unit shear capacity inc.perforation factor. \V~For wall:Sum of combined shear capacities for ail segments on wall.For shearline:sum of e wall capacties on line, (Cnt Resp ~Critical response =v/Total =design shear force/unit shear capacily for erical segment on wal or sheerine. "S"incicates that he seismic design criterion wascritical n selecting wall Notes: Reter to Elevation View diagrams for individual level for uplift anchorage force for perforated walls given by SDPWS 4.36.4.24 34 WoodWorks®Shearwalls HOLD-DOWN DESIGN (rigid wind design) Shearwalls.wsw Sep.25,2018 12:10:40 TevelT Tensile ASD Line Location (ft Load Holddown Force {ibs}cap critWall__Positn__X y Caso Shoar__Dead Uplift _Cmbid|_Hold-down __flbs]_Resp. Lend 44.50 1 mt saa]apo,savas 0.08Rend441501102702)Rout saoas 0108 Lend 29.00 9.12 1 aaa 3224]wourt seoas 0.28Rend2910039.38 1 1210 1210|wooL sa0as 0115 1 bra -23 1 no rie]goo e085 0,08 R na 0112 1 oF 01]eooLt neous 0.09, 41k n13.50 39.63 1 1269 1268 |eoo1a eos 0.16a1oR13.50 45.38 1 1253 1253|ROLL vets 0.16Lines5-2 Land 9.00 34.13 1 1293]goons seas 0.365-2 R End arog 39138 1 a2sa|aout neoas ld53LEndaloo3916311288|noULt seoas 0.165-3 B End 9100 45.38 1 1253]govt vaoas 0.4Line61Lend9.50 16.07 1 m ovIL savas 0,096-1 End 80 138 1 102 nov!savas 0.09,Line 7Tl Lend 93.50.-16,87 1 110 novi seas 0.0971Rend3315011381yoDULLna0as0.09,Line 8Bl Lend 42.50 7.63 1 122 1228 aowa sees 0.358-1 Rend 42.50 32188 i 598 ‘698|HDI nanes 0108VeBlen4215033.38 1 512 512|Refer to upper level Lend $2.00 26.37 08 oma Boas 0.09Rend§2.00 1.38 1 700 abu neues 0108 L 1 09 703]apu2a sens 0.08R1599693)Hout suas 0109,12 1 1268 oo21 nengs 0.261-28 1 1253 ne0gs O1613k1125950850163R1ase60s0115. Line 122-1 Lend 99.00 1 1258 “305.612-1 Rend 99:00 a 123 e048 0115,Line 13 33-1 Lend 106.00 1 e048 0.0913-1 Rnd—106.00,i 80480109,Line 14 Ld-l end 114,00 a ait ne0ss 0.25,a1 oR End 114,00 i i202 80480115.Line 15 15-1 Lend 130.00,a 9068 0.0915-1 Rend—130,00,a 904s (0109, Line ¢ Col beng -44,904s 0.09,cl Rene "29 :804s (0102,Vglen 28:0:00 upper levelVelen"21,0:00 upper levelLina-201 0100 5063 0.07Rend-0 100 e048 (0102,Lend 85.15 g04s (007 BR End 0:50 "50480102Velen1061130100wpperlevelVelen113.88 0.00 upper levelLand1141130150,e088 0.09,Rend 129187 0.50,vends 0102, Sad 7.00 632 4270 0.139Siem700230upperlevelvElen700nsupperlevel¥Elen 7100 5c upper level¥Slen 7:00 228 upper levelvSem700228upperlevelyslem200122perlevel WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 HOLD-DOWN DESIGN (rigid wind design,continued)v J TEien4.38 Ty i T 7 wRerVelen59.7.00 1 228 opperVelena8.700 1 228 upperv151000supper,ve a3 7:00 28 8 epperBLoRoe901ae 0.03v85,100 1 229 upper E 34.00,1 upperve34.09,1 0.06v34.00,1 olaL34.00,1 upperR34:09,1 0.24L34.09,1 0108 ER 36.00 in upperv341001upperPloR3400inuppe:v 53188 34.00 1 0.06Flo60.63 34.00,1 0124PIL66.88 34.00 Man ‘upper¥v 73163 aloo wan 0.28 L 3400 1 upper Gl Lend -28.87 39.50 1 986 upperVelen-24162 39.50 1 240 0.03Velen“18.37 39150,L 379 oiveElem"13162 39150 1 238 0103Velen99)39.50,1 392 ozVelen10238.50,1 2a upperG2Rol109113391501379uppervElen5839.50 i 238 upper Lend 9-13.37 a 990Velen9162i2a2vBlen—-3187 1 becHLREndan121242 upperVelen85.13 242 upperBnd)85.13 1 990 0.12Lop1alae12150103Velen85188,1 242 upperRopl95.13 win 990 0.xRend38188Min2150103Velen98.88 1 242 upper Tensile ASD Location (ft)Load Holddown Force [Ibs]cap critPositnx.y Case Shear Dead Uplift _Cmbid|Hold-down [lbs]_Resp. Lend -29.00 0.12 527 513}eovla 73045 0.06Rend-29100 39.38 1 512 512|avai ss0as 0106 1 End 50 39.63 1 536 DULL sg04s 0.07Renai504381530HDULseoas0107 L End 0034.13 L 530 538|xouar seags 0.07REnd039.38 1 532 532|noua seas 0.07LEnd90331631536535]uoutl sagas 007REnd045.38 L 530 530]Hout seogs 007 Lend 42,507.63,1 51a 518}xo:eoss 0.08Rend42.50 33.38 1 512 512|Hoot eos 006 Led 85.00,a 537 537]abun naoas 0.07nd85.00,a 531 533|nDoL seoas 0107Lend85.00,1 523 533]nol e045 0.07Rend05.00 1 827 523]moor seoas 0107 Lend 99.00 39.63 1 533 533]apo e043 0.07Rend99.00 45.88 1 527 523]RDULL vs0as 0107 Lend 114.00 0.63 1 sus 525 aout vanes 0.06Rend114.00 39,38 1 510 510|evi aos 0.08 Lind 28.87 0.00 1 228 228 uoutt veoas 0.03,Rend 21112 0.09 1 220 228|oui g04s 0103 36 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 HOLD-DOWN DESIGN (rigid wind design,continued)Ted 10s 0.50 7 Tae “as OaRind215.88 0.50 1 228 soa 0103 L “0.37 7.00 2 230 oan 230 0. R 6:38 7.00 i 230]uouii 308sL17137100.1 228 xbui 3043.z 25188700 1 228|xoua sas.L 3713 7/80,227|noua “ods 0. R 4738 7!50,1 227]oui 730830LseusT!s0 1 228 wou ra0ds 0 R ee7 7150 1 228|your "308s.L 783700,1 229]noua nods ON R 35.38 700,1 228]noua “08s 0 R 7.63 34.00 2ea|noua 3015 0.03 L 1138 3420 1 241 noua 30430103Ries3400123aabou30830103L248834200123a]abun 30430103R5334200,i 239|abun gas 0103 L "83 34100 1 238 noua “30430103R1334.00 1 246 bos 2045010314fas34:00 1 e043 0103Plo0513341001se0as0.03Ploae34.00 1 seas 0103Flok63341001esis0103rion8834.00 1 804s 0103rik63341001seas0103,Plot ‘ap 34.00 1 seas 0103Line& G1 Lend -26.97 2 240 seoss 0.03G1Loi-2a162 1 240 spoas 0103GiRop1“te137 1 238,238 woos se04s 0103G1Rend“13.62 1 238 908s 0103@21tnd3i2a003G2Lop1102.88 i 2a 003 G2.2op1 105113 i 238 se0as 0103 G2 Rend 113.88 1 38 90850103,LineMelb Bnd 13.37 a 2az poss 0.03 EL Lopa -9.62 1 242 se0as 0103ElRopl3.8745 242 soa 0103elReed=011248150 1 242 9050103,#2 Lend 85113 46.00 1 242 242|uoua aos 0.#2 Lop1 58.88 46.00 1 242 242|noua e035#2 Ropi 98113 ae.0a 1 242 242 novi 8085 We2 R End 98.88 46.00 1 242 2e2 9085 Tagend: Line-Walt ‘At wall or opening -Sheatine and wail number At vertcl element -ShearingPost-Postion of stu that old-down is attached toVElem-Vertical element:column or strengthened studs required where nat at wall end or openingLorREndAteftorrightwallend Lor Op n-Atleft or ght side of opening n Location -Co-ordinates in Plan View Load Case Resuts are for ctical oad case. ‘ASCE7AllHeights:Case 1 or 2 trom Fig.274-8 ‘ASCE 7 Lowsise:Windward comerts)and Case A or B from Fig.26.4-1 ‘ASCE 7 Minimum loads (2715/2844)Hold-down Forces: ‘Shear Wind shear overtuming component,based on sheariine fore,includes perforation fstor Co,factored for ASD by 0.60Dead—Dead load resisting component,factored for ASD by 0.60Lp-Upit wind load component,factored for ASD by 0.60 ‘Cmbid -Sum of ASD factored overtuming,dead and upift forces.May also include the uplift roe t for perforated walls from SDPWS 4.3.6.2.1whenopeningsarestaggeredHoldown~Device used fom hie-down database Cap ~Allowable ASD tension adGnResp.Cntical Response =Combined ASD force /Allowable ASD tension load Notes: "WARNING -This hold-down does not have design capacities forthe thickness of end studs selcted,so additional jack studs or blocking requiredRefertoShearResultstableforperforationfactorsCo, 37 WoodWorks®Shearwalls Shearwalls.wsw Sep.26,2016 12:10:40 DRAG STRUT FORCES (rigid wind design)Tevelt Drag StratLine:Position on Wall Location [ft Load Force lbs}Wall fr Opening x ¥Case >Tine 21 eft Wall end 0.00 1 uso 136Line3 3-1 Right Mall End ~21.00 9.00 1 uso 1135Line4 4-1 Left wall End nso 39.5 1 406 aotLine§ 5-2 Left wall end 0034.00 1 0 6stLine6 6-1 Right Wall.End 9.50 1 918907Line7 J-1 Right Wall End 50 1.50 1 on? Line 8 8-2 Left Wald Bad 42.50,+50 1 366361BolRightWa: Line 9 42.50,33.00 1 61 eo Sl Right wall Bnd 1.50 1 900889)Line 10 10-1 Right wall End 1.50 1 99 a8Line11 11-2 Left wall End 35.09 34,00 L 686Line12 32-3 fe wall End 98.00 39.50 1 32 426Line13, 13-2 Right Wall End.198.00 0.50 1 ust 1136Line14 Left Wall End 114.00 0.80 1 ast an36 Left Opening 1 1 603RightOpening21543RightWellEnd1BezLeftwallBod1708EeftOpening1a82RightOpening1i534Leftopening2=10700 1 uziRightOpening2-4.09,a 935RightWallEne9:00 a 1130Leftwallend95.09,i 493LeftOpening138.50)1 26RightOpening154°50)1 456Leftopening299.00 1 168Rightopening2102,09 1 262RightWallEnd106.09,1 .Left wall End.aigsoo 1 165LeftOpening215:00 1 1sRightOpening2121,00 L 2 Left Wall End 1 eas eeLeftOpening11453100Rightcpening11601132,Left opening 2 1 340 5RightOpening21er)eft opening 3 1 slRightGpening315Leftopening4a206a8RightOpening418TLeftopenang§a 680130RightOpansng51sxurLeftopensng6i33ndRightOpening6687shLeftopening7itse260RightOpenzng711078237LeftOpening@t1333255RightOpening811212267RightWallEnd1126336 Right opening 1 1 610Leftopening21430RightOpening21350LeftOpening21123RightOpening3L230 38 6g T WEE OO eat TBF HRSS SADT 1 ogee "eat ty Beruedo 3391 1 agree 00°66 pus TTey 1397tos'6e Oster pug Trea 3400s t os'6e asa qeBurusd)yb nH t asses Pee 1 Buruado 3301 r 00"8 Buruedo 3301T00"Fe e Butueds aubnH 1 t 00"te 1 Busuedo azeTt0"FE 9 buruedg WoTtoof9buruedo3z0T—T t oorre 0°08 §Butued)wore 1 r a0".‘5 Ouruedo ay0TT00"Fe p Butuedg WORE 1 t a0"te y Buuedo 3301taad€Butueds woTE 1 T a0"be €Buruedo 330T —T out gut t 00°F.zbutueds woreberget100"be z Suruedo ayerpicFIZt00"FE.TD butueds wore Ta‘Jeusiztz1aspusTrenquoraga£8 I as pug tem ageT GogztaspusTreequoTepa 6 1 00 ug Tren 33370Fg61as:pus tee qubra cog oor 1 30°pug Trem gat gast100°pug TIEN 3u6ry 2deat100°pug trem agen Za161oopugTrexaubraToaez1as‘a pug Ta 91 Taaurberpet1o0"90t 0RTpul1a0"t=92eurrteute100°66 pug trem ager tetzieuneercos1oorre—00"s6 pug Trem ager Z-11beaurek1osteeszpugTIENsubTe|T-etewe1aseosepustienageT8oun,ser ost L conve 00"pus trem age zgseun,rez L6z.1 ost os'eT-pug Trem a3e1 Ime ‘your=oo)Xr,¥Baus 7 Te[sa es103 peor tu]wone207 WeAA uo uop|sog “our snag Beg Z10K07 we use 1 079»0"s6 aH Bs toz T 0 00°68 aBer910°30 ouoerELE130°0 TH66802to0"F THeet1aseaour *6 L ost6e 00°60 1 Bujuody 24 2 ue 1 asr6e —00"e0 1 Buruedo 3321 2 eer t osree —00"56 PUR TTeM 3391 2-9 zor t ogtse 8 ter~pug Trea 3ubre|T-3 89 t age=0S'ar~Tbuyuadg subte T-5 58 t agree OSB y Beyuedo 3357 2eurour1991oorre00"8 Beruado aot tnaror(6s oorre 0s ybutuedg wubre [oagetatsoorre=00 eSuruado azeT Toa ozt oorre os 9 buruadg aubre Ta ave t norre 00 ‘9 Butuedo 1301 [oa T 1 oorre 00 5 ured wubre I-83 ort 1 dovke=a0 5 Surusd 397 Ta a 1 nore 90 puted wuBry Toa oy 1 gore 00 »ured aze17__to3‘Dona Waap palm IBN SaouOd IMLS VEG OviOl:zL sb0z ‘sz ‘dag msm’sijenuvays SIJEMIeAYS SYOMPOOM WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 DRAG STRUT FORCES (rigid wind design,continued) Line H Hel Left opening 1 250 1 8HelRightOpening109167HelRightWallEna001154Hi-2 Left Wall end 0 1 332H-2 Left Opening 1 :1 oe4-2 Right Opening 1 "00 1 87 LLine-Wall-Sheartine and wall number Position...Side of opening or wall end that drag struts attached fo Location -Co-ontnates in Plan View Load Case -Results are fr critical load case: ‘ASCE 7 All heights Case 1 or2 ASCE 7 Lowrise comer,Case A or BragstrutForce-Axial force in transfer elements at openings and gaps in walls along sheartinBasedonASDfactoredshearineforce,includes perforation factor Co. +>Due to shearine force inthe west-o-east or south-to-north direction ‘=Due to sheartine forc inthe east-fo-west or narth-o-south direction Ww ©-2'44 SQN 0} Buppiooce jeu fenprnpul jo Ayoedeo jemeypyym pasoyoe, - dD voz s0ue}U pu Buz PUB UI FEU YOER O} Ale!NqU) BOI04 = B10 "EMBIDUIV J8U8)S0.) ‘suede _ZJ8no snonuquco Buwunsse pue ‘wonenp peo pu® GS JO} Paso}oR 's2E AIGEL SMdOS way BuLje—Ys JoU—}x9 0 Ayoedea BUEjE-Jo-ND - de, 1-192 91ge1 way sjueroyja0o usm einsseud sousn of psppe f-¥'0€ euNbid Z 3OS¥ W IWe!DWCO (uoRONS) aayeBou Gutsn seunssaud OUe}x® BUCZ PUB ORD - 32104Bueeus. (yes Yow 105 pasy ubisep ayaneay ‘pI6U 10} sdnas6 Uap ye 40} synseu ) dnasg uBiseC IEMA = iS) eu ¥ z Poot ow z boo z Foor 8 z y 2 z > ot 4 6 z 6 z a 6 ze Toot 3 z & ere Toor oY Bas wR eo cr 104 tg ooo yeoiog deg aauog [ail wemespuum soverses usd bujuieous. ®pFFP:'Fb+, L * 5 nd > tT os eo:pT og > Te e 8 > Te T eo oT oF won auey 7 ry wep a ‘suoey degyanieg ee jeuey deg eaog soulpeous uog 2a1nog [sai emespu usd] Buiuieous. \yunog-quON uBiseq uopang pum, 0z'sz "dog Mswrsjjemueayg SNITHVSHS %@ NIG NV SLNSNOGMOD SIJEMIBBYS @SyJOMPooM, WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2016 12:10:40 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass,‘area ‘Story Shear [ibs]Diaphragm Force Fpx fibe] Libs]{sat EW NS EW NS 2 ayosse 5211.0 2520s 7780 asm nm 1 308554 7218.3 22099 7044 24030 124all‘aeos02 -e178 14824 - Tagend Bulding mass —Sum of all generated and input building masses on level =wx in ASCE 7 equatton 12.8-12. ‘Storey shear Total unfactored (strength evel)shear force induced a level x,=Fx in ASCE7equation12.811. Diaphragm force Fpx -Unfactored force intended for diaphragm design from Ean 12 10-1;usedty Shearwalls ony for drag strut forces,see12.10.21 Exception 2 Redundancy Factorp(tho):E.W 1.00,NS 1.00 Input by user (overriding calculated value. Vertical Earthquake Load Ev Ev =02 Sds D.Sds =0.20;Ev compression, (040 D unfactored;0.028 D factored:total dead load factor:(6 -0.028 =0.572 tension,1.0 +0.028 =1.028, 42 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2016 12:10:40 SHEAR RESULTS (flexible seismic design) WS WY]For HIW-Cub “ASD Shear Force [pit ‘Allowable Shear [pif CaitShearlinesGp|bir__Int__Ext|Vflbs]_vmaxv Int__Ext CoC Total _vitbs}|Rosp.Tine + Lovel4int,tev 4|goth Le 200 SS 396 1.00 9297]0.02Line2 Level 2 Ind,Lev?4 Lo 408 20.3 10.3 396 1.00 s 396—1ssz6]0.03Levelt tnz,tev 4|goth Lo Bie 20.6 20.6 395 1.00 s 396 15626]0.08,Line 3 tn3,tev 4|Both Le 3 395 1.00 8 396 9297]0.03Line4 Lovel 2 int,tev2 4|aot 1.0 5989.6 99,6 1.00 3962374]0.28Lovel4 int,tev |goth 1.0 32 139.6 139.6 96 1.00 s 396 294 /0.35Lines Level 2 TnS;Lev2 4 99.0 356 as asafo.23Walls-1 4 336 396 -wall $2004 90.0 336 38 276/0.23wail5-304 30:0 336 96 2374/0123Level1 Ins,Levt 4|Botn Lo 112.8 396 swail5-2 4|Both uo i2i8 396wali5-34|Botn ule 12/8 336wal25-1 ¢|Botn re 396 Lino & ins,uevi |Both Lao 502 27d 1 395 1.00 s 396 1319]0.07Line7 Int,tevi g|Both 1.9 499 27.020 395 1.00 s 396 1319]0.07Line8 Level 2 Ins,Lev2 4|Both zo]1360 52.6 sae 395 2.00 5 396 s2e6/0.33LeveltIn,Levit 3|Both rol 156 os sae 396 1.00 s 396 0082 o,15Line8 ins,tev 4|Bosh Le 4927.6 276 396 1.00 s 396©r421fo.o7Line10 Enl0,Levi 4 Lo 49200 27.328 396 1.00 s 396©ra2tfo.o7Line14 Lovel 2 Enli,teva 4|goth ao]2046 ~a2 396 1.00 S396wali1-2 4|noth Lo 4807.2 BT2 3861.00 396mati11-3 ¢|Botn Lo 56)a7l2 at?386 109 396wali1-1 ¢|astm 19 0 395 109)396 ~feLevelInit,tevt —¢|goth ao]1309 =199.386 1.00 5 396 0.28wali1|Bot io 600 19811 my 336 0.28wall2-3 4|Sotn io 708 109.1 3951)396 0128Wal1-24|etn ila °395 100)396 ayeLine12 Level 2 tnl2,weve 4|Both 1.0 597 L999 335 1.00 5 396 asa fo.e3Lovel1tni2,nevi 4|Both 10 ee 129.0 396 1.00 5 396 257i ]0.33 Line 43Int,tevt 4|Both Le 262 10.8 19.8 396 1.00 8 396 9494 /o.03Line14 Lovel 2 inlé,tev2 4|goch Le 39d 10,aon s 396 15428 0,03Lovel4 inlé,revi 4|Both 1.0 808 20.7 20.7 336 2.00 5 396 asazs}o.0sLine15inls,tev ¢|Both 1.0 209 89 zon s 396 9¢ea}o.oz EW W|For AIW-Cub “ASD Shear Force [pi]“Allowable Shoar [pif CatShearlinesGp|_bir__Int Ext|vitbs]vmax vy Int__Ext_CoC Total _vytbs}|Resp.Tine C Level 2 inc,tev2 3|got ol 2305 =149.0 3961.00 s 396 6x0] 43 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 SHEAR RESULTS (flexible seismic design,continued) Wall c-l 3"]Both 0]1192——tas0 WE Te EWailc-4 3°|Both alo)1192 1a)0 356 1100 396Level1 int,Levi 1s|Both ac]to19 -8 64 5 299waltc-1 1|Bota 0]2609 247.6 8 82 3a6wallc-2 1s|Bote vie}2448 32012 203.8 6 232Wallc-4 a>|ota e|2643 25417 203.8 280 334Wall31+|Bots a]2445 3202 208.8 68 232 4|sotn ao]6851 8 -00 s 396 17608]0.394|Bot alo)—1232 8 S00 396 3165]0139 4|Bota.alo)115s 9 00 396 2967/0139a|Bota,alo]1386 8 00 396 3560/0139a|ots alo)1463 9 ‘00 396 3758]0.39a|sot,alo]i616 5 00 396 4isa}0.39 a|aot |]rose 5 4690.74 347 22203)0.47 Level 2inf,Lev2 4|Both 6594 196.8 196.8 396 1.00 8 336Level1 EnF,Levi 4%|Both zo]10177 303.8 303.8 396 1.00 s 396Line& Level 2 inc,Lev |noth ao]1245 67.3 396 1.00 s 336Wallc-2 4|Both a3 0s 67.3 67.3 352.1100 352WallG14|Botn io 686736713 336 1100 396Level1 Ins,levi 4|Both ao]1944 -195.1 396 1.00 s 396Wai24|Bota 89 346 305.1 105.1 352.L109 352Walli4|Bota io 998 105.1.105.1 3961200 396LineH Level2 En,Lev2 a|poth 1.0 625 -aaa 396 1.00 5 396 6330]0.20Wall#1 4|Bota +89 3338138 352,1100 352 2813/0111wail#2 4|Both 88 33300 3a2 3911 352,1109 382-2813/0.11Level1 Ent,Levi 4|Both ro]1012 -833 396 1.00 s 396 620]0.36walter4|Both 289 506 63.3 63.3 352,1100 352 2613/0118wall24|Both e9 5056313 63.3,382,1100 352 2613/0718 ‘Unless otherwise noted,the value in the table for a shearline is the one for wall on the line withthe ertcal design response.W Gp.Wall design group defined in Sheathing and Framing Materials tables,where it shows associated Standard Wall."means that this wall iscnticaforalwalsintheStandardWallgroup.For Dir~Direction of seismic force along sheartine, HW-Cub—Heighi-o-width factor from SDPWS table 4.3.4 notes 1,3 or unblocked structural wood panel factor Cub from SDPWS 43.3.2 for ertical‘segment on wall. V-ASD factored shear fores.For shearlne:total sheariine force.For wall:force taken by total all segments on wall,vax -Base shear =ASD factored shear force per unit fl height sheathing,divided by perforatin factor Co as per SDPWS eqn.4.3-8 =V/FHS/Co.V-Design shear force =ASD factored shear force per uni full height sheathing.For wall its the largest force on any segment.Int-Unit shear capacity of interior sheathing:Ext -Unit shear capacity of exterior sheathing.Incdes Cub and height-to-width factors. (Co Perforation factor om SDPWS Table 4.3.3.5C-Sheathing combination rule,A =Add capacities,S=Strongest side only,X=Strongest side or twice weakest.Total -Combined int.and ext.unit shear capacity inc.perforation factor. \V~For wal,combined shear capacity.For shearing:sum of all wal capacities on line. (Cnt Resp Critical response =v/Total=design shear force/unit shear capacity forcrical segment on wal or sheartne,“W indicates thatthe wind design criterion wascial in selecting wall Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.36.4.2.4 Shearwalls.wsw Sep.26,2016 12:10:40 Tensile ASD Line-Location {t}Holddown Force [lbs]Cap crit Wall Positn __X y Dead Ev Holddown ibs]__Resp.Tine tT-l Lend=~84.50 sou 0.03Llpend“44.50 sbuI1 OnLine221Lend -29.00 a.22 280 20]apvit 0.0322333.38 250 280]noma 0:03 103 103)apaa oe045 0.01103133“8085 0:01 2246 zese|not “e045 0.2822462246|abit 5045 0:28 34.13 333 1912 ama os045 39138,19:2 312 abst “804539.63 1305 305|anait 3045,45.38 1908 1908)apa 3045 6-1 Bnd 9.50 16.87 2a 0.0361Renesi50138240:03Line7lLEne33.50 -16.87 246 0.0371Rend3315011382460.03,Line Bol 42.50 7.63 3023a14215032.88 554215033138a8Line82End52.00 -16.37 0.035-1 R Ena 52.00 1.38 0103Line1010-11 End 16.00 16.37 243 249]novia,0.0310-1 -R End 7600 138 249 248 |uoUIa 0103Line14 1-2 Bnd 28.00 34.13 ist 152|woos 0.23a2REnd8510039.38 test 1851|uot!01233Lend85:00 39.63 1837 1837|noon 0.2311-38 Bad 85100 45.88 1537 1837|wou 0.23Line1212-11 Bod 99.00 39.63 2068 2068|nova 0.26WtREnd9910045.88 2068 2060|uouLt 0.26Line13,1-l Lend 106,00 -23.37 99 99]aout 0.01LtRBsd—los.09 O38 93 93 abut olorLine14elLend114,009.63 23 27s|woons 0.03lelRend—1ldloo 39138,219 279 wooLt 0:03Line15 IS-1 Lend -23.97 19 oon 0.02isl8Endal388DoLT0.01Line¢clo -44.37 0.00 0.23GlRend29129.00 HD 0.23Velen-28.87 0.00 Refer to upperVelen"211120100 Refer to upperceLand00DOLL 0.23©2 Rand 00 DULL 0.23G3Lara0:50 01233ORBnd01500123¥Elen 0.00 wepervElen0:00 upperLEna0150 0.23 R End 0.50 0123 Lend 1.00 1469 4010 0.30¥len 2200 1433 3433]Refertoupperlevel¥Elen 7:00 870 870|RefertoupperlevelvElen700563563)Refer to upper level¥Blen 1200 1425 1425|Refer to upper level¥bien 700 1425 1425|Refer to upper level¥Blen 2100 ius iaia|Refer ¢o upper level 45 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2018 12:10:40 HOLD-DOWN DESIGN (flexible seismic design,continued)Velen 47.38 7.00 Tas To upper LevelVelen5811371001423toupperLevelVelen681377100toupperLevel v Elem 377100 to upper levelvElen13Toons£0 upper level,Bl oR End 387.00 1468 3870 0.30y387.00 1430 co upper level Roop 163 34.00 4306 |aeaseLop23834.00 4306 aieRop2134673aiseLos34573aseRo353amvieLop438amaleRo434915aaaLops43.88 4915 raiROS50:13 4506 alesLo653884806aleeRos0.63 626 aiseLop?66.88 686 alasBop?73.63 am aimLope77.88 aL alan Lend -28.87 1643 venus,0.20Lop1“24162 teas o80as,0:20Bop“18137 1633 oanas,0:20Rind“13162 1633 oaoas,0.20LEnd99.13 1655,noas,0:21Lopi1021881655sa04s0:21Rop1109113,1633 saoas,0:20REad113881633ma0as,0:20 L gad 45 992 982 a08s 0.2Lopa5,982 982 3085 on2Fop138745.982 582 3085 onBREnd<02 45 982 982}Epon “9045 on2Ende5134698282|EDUIT “3083 ozLop168.8846.982 582|Rovti 5045 ozRol9511346.982 982 306s onBEnd98.8846.962 982 “3085 on Tensile ASD Location {t}Holddown Force [lbs]cap ontPosittnx¥Doad Ev __Cmb'd|Hold-down __fibs]_Resp. Lend -29.00 0.12 93 93|oot e045,0.01Rend29:00 39.38 33 93|noo 8015,0.01 Lend -13.39.63,935.935]uovt1 na0as,0.12Rend“13,35.38,935,935|woot “8045,on 2 End 0.00 34.13 sas 249|noua 3045 ootEnd010039.38 949 849|wool 045 onLna0.00 39.63 845 846|noo sanas,ounEnd00045.38 845 845|novi 3045 oon L End 42.50 478 ave|noua a04s 0.06REnd42.50 478 476|noo “08s,0:06 L Bnd 85.00 34.13 822 822 3045 0.10E85.00 39.38,222 822 3043 0:10L85.00 39.63,Bie Bie 3085 0.10B5.00 45.88 B16.sisla os045 oro End 99.00 39,63 B60 aso neoss outBEnd39.00 45.88 860 860 venas ont Lend 118.00 0.63 a vena 0.01Rend114,00 39.38 a 2045 0.01 L Bnd 0.00 138s oe0as,0.7REnd0:00 385 8045 onLEnd0:50 3385 008s,onyEn025033858045,on17 WoodWorks®Shearwalls Shearwalls.wsw Sep.26,2016 12:10:40 HOLD-DOWN DESIGN (flexible seismic design,continued) Tine EEl bead=0.37 7.00 owt 0.19ElRBae8837.00 bowl ouiE21end7137100ovrO18 “2 Rend©25l8@ 7.00 eDUIL onaLene930137150,apuli 011Reng470387.50,spUIL 0:19 Lene 91137150 out oniRend68.37 7180,DULL ola L Bad 3 on abULL 138 B Bad 87a 038 27.63 34.00 0. 2 11's 34.00 0. 2 ies 34100 a 3 zales 34100 0 3 3016334100 0 a Galea 0: 4 4a o 5 368 ° 5 $0.13 0: 6 3.68 0 6 60.63 0 3 46.88 o.3563 o. a 7b o. Lend -28.67 ea e045 0.08 Lop.“24162 ea 8045 0:08ROpi718.37 638 a0as 0:08Ren“13162 638 04s 0:08Lend99113646546]D0 0a 0:08Lop2202.68 e4e S46 nour 8045 0:08 Rop i 308113,633 38|oo A045 0108Rnd113.68 638 630 xouna aoas 0108 bend 13.37 375 oon 0.08Lop-3162 375|Hou2l 0:08Roi73.87 375|oun 0105Rend0.12 375|ova “2045 0105Lend65.13,375|novi 0:05Lop185.88 0:08Ropi95.13 0:05Rend=98.89 0108 Line:Walt: ‘At wal or opening ~Shearine and wall number At vertical element -Sheartine Positn-Position of stud that hold-down is attached to: V Elem -Vertical element:column or strengthened studs required where not at wal end or openingLorREnd-At left or right wall end LorR Opn At eft or right side of opening n Location =Co-ordinates in Plan View Hold-down Forces: ‘Shear ~Seismic shear overtuming component,factored for ASD by 0.7,includes perforation factor Co. Dead —Dead load resisting component,factored for ASD by 0.60 Ey-Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D =0.047 x factored D.Refer to Seismic Ioformation table for more details (Cmb'd -Sum of ASD-factored overtuming,dead and vertical seismic forces,May also include the uplift force t for perforated wails rom SDPWS 436.21 when openings ar staggered. Hold-own ~Device used from hold-down database Cap ~Allowable ASD tension load (Crt.Resp.~Critical Response=Combined ASD force/Allowable ASD tension load Notes: WARNING -This hokd-down does not have design capacities forthe thickness of end studs selected,so additonal jack studs or blocking required Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2 Uses load combination §from ASCE 7 2.4.1=0.60 +0.7 (Eh-Ev), Refer to Shear Results table for perforation factors Co. ‘Shearwalls does not check for either plan or vertical structural regularities. “WARNING -Design capacity has been exceeded, a7 L WoodWorks®Shearwalls Shearwalls.wsw Sep.26,2016 12:10:40 | DRAG STRUT FORCES exible seismic designTava Drag StarLine-Position on Wall Location [ft]Force {Ibs}Wall or Opening x y eeTie?So ett wall End 23.00 30308Line3Snagitwattna“21.00 ar as7 Line 4Sh vote wan ena sa3.so 39.50)v2Linete)vert wat ena 0.00 4.00]96896Lines Sol Right Wall una sso 150/320 320Line37,aught want ena miso aso]sateLine8SLetenanienae250as0|20529BIfianctial)Bea tsa aloo]7438Line8 SL Right wait end ntoLine10 Tost Right Wott Ena 1600.50Lino11itnettWottend31.00]964964Line12 Left Wall tnd 99.00 38.501 ussightalltndroe.90 0,50]362 a2 ett wait End nis.co 0,50]308308 Left Opening 1 Right Opening 2RightWallEndLeftWallEndLettOpening1 Right Opening 1 Left opening 2 Right Opening 2 alooRightWallEnd0:00LeftWallBnd85.00LeftOpening88.50RightOpening134.50Leftopening259.00,Right Opening 2 192/00RightWallSad16.00LeftwallenditelooLeftOpening1Lis!oo Right Opening 2 izi.00 Left wall EndLeftOpening 1 Right OpeningLeftopening 2 Right Opening 2 Left opening 3 Right Opening 3 Left opening 4 Right Opening 4 Left opening 5 Right Opening 5 Left opening & Right Opening 6 Left opening 7 Right Opening 7 Left opening 8 Right Opening @ Right Wall Bnd Right opening 2 34.00Leftopening234.00 Right Opening 2 34100Loftopening334,00EightGpening33400 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2016 12:10:40 DRAG STRUT FORCES (flexible seismic d ign,continued) F=l Left Gpening 7 35.00 30F-l Right Opening ¢4100 34.00ELLeftopening543/00 34200FlRightOpening550.00 34.00FlLeftopening654.00 3400FlRightOpening660:50,ooFelLeftopening757.00,34aL00FlRightOpening753/50 34.00FolLeftopening878.00 3400LineG1Leftopening124.50 39.50 412 G-1 Right Opening 1 “1950 39.50 350G1RightallEna“13150 35150 788G2vestWallEnd.39.00 39150 142 G-2 Left Opening 1 103.90,39.50,216G2RightOpening119800sao]457457Line Hel Lett opening 1 50 27 oarHelRightOpening14:00 iss 168HLhtMallEnd)9:00 Bes 3852LettwallEnd85:00 350380H-2 Left Opening 1 55190 Iss 163 H-2 Right Opening 1 95.00 zy 217 Drag Stat Position on Wall Location [ft Force [lbs] ‘of Opening,x y =Left wall End 13.50 39.50]528519 Left mall end 0.00©34.00 74 Left wall end 42.50 7.90]253283RightWallEnd92503350]22a Left Wall End 85.00 ston]770790 Left wall End 9.00 3a,sa]siz 512 Right Wall End oo 0.09 1959LeftWallEnd000:50 1089 Left Wall End 0.50 7.09 1365 Right Wall End 700 7.09 570LeftwallEnd17:00 Toa 1049 Right Wall End 26:00 7:00 35LeftWallEnd37/00 sa]6 622 Right Wall End 47150 risa}492492Leftwallend59/00 1 588863.50 7 es 948 77150 7 51751785150toa}23651365 P 7.50 34.00)2683 1683Leftopening2aiiso3400]1080 1980 Right Opening 2 3800 34.00}1380 1380LeftOpening225100©3400)325325RightOpening330:50 34.00)578578Leftopening¢35:00 34.00}100100RightOpening441/00 sgcoo}ar?a7LeftOpening544003400}27525RightOpening50:00 34.09 1 1 Left Opening €5400 34.00]60262RightOpening660.50 34.00}302,302LeftOpening7e700340g}12821281RightOpening773:50 34a}92 982Leftopening876.00 34.00]1660 1660 Left Opening t 39.50]264 264 Right Opening 1 g9is0)211 2aRightWallEnd39:50]sos 50aLeftWallEnda9is0]475 a5LeftOpening1agiso)24:2aRightOpening1saiso]933 293 49 0g Lwonoaup yinos-o}-yuu 10 jsaN-0}}88@ YU)v0)eulzeoUs 0}ong -> lwogoaup yuou-o-yinos 40 js86-oF }saM 247 U ea10}sulve@4s 0}ong <- 100 10}08)voeioued sepnou)‘eai9)euyreeys pasojoe}AS¥Wo pesemeupeoysBuojesyemuySdeBpuesCuedoJesjuowiye18;Sue Uy 3010)fey -ealo.nA Beg ‘MONA UB U Sa}@UAIC-09 -YOO?1 peyoene s rus Bexp yey)pus jem 40 Buyvedo 40 apis ~~uoM'soe “eqUun Bm puB euesys -1er4-3U7) ‘pueb ‘oe gors 1 Butuad subnetcobn0'68 1 burus:asezSra0'sa peg TTeM Jet 7-HBezsyaa"pag tres aubre TowcotSbave1Butuedo3ubrEIuversras'6-y Buruado 3391 1-8 Hour(Ponunuos UBlsep a]us|8s oraixey )SIOUOI INULS OVUG Ov:01:21 SL0z ‘sz ‘dag Msm'sjfemueays,sjlemieays @syxs0\poom, WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 Rigid Diaphragm Seismic Design ‘SEISMIC INFORMATION Tevel Wass rea ‘Story Shear fb5]Diaphragm Force Fpx Tbs]{ibs}sat)EW NS NS 2 170908 25285 0 78013095542285304aazasall‘480502 -5178 nasze :- agent Building mass —Sum of al generated and input building masses on level =wx in ASCE 7 equaton 12.8-12. ‘Storey shear~Total unfactored(strength-level)shear force induced at love x,=Fx in ASCE 7 equation 12.8-11DiaphragmforceFx-Unfactored force intended for claphragm design from Eqn 12.10-1;used y Shearwalls only for drag strut forces,see12,10.2.1 Exception 2 Redundancy Factor p {rho}: E.W 1.00,NS 1.00 Input by user (overicing calculated value). Vertical Earthquake Load Ev Ev =0.2 Sds D;Sds=0.20;Ev =0.040 D unfactored;0.028 D factored;total dead load factor.0.5 -0.028 =0.572 tension,1.0 +0.028 =1.028compression 61 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 SHEAR RESULTS (rigid seismic design)NS WY]For—AWcub ‘ASD Shear Force [pi “Allowable Shear Tal]Crt,Shoarlines Gp|bir__int__Ext|viibs]vmax___v__|_int__ext CoC Total__Vyibs)_|Resp.Tine + LoveltInt,Levi ¢|Both °963 aoa.3961 396 0.10Line2 Level 2 Und,Lev2 4 Lo ad ate 396 1.00 s 396 15626]0.12Levelttn2,Levit 4|goth to}ser aa.7 397 336 38615626]0.10Line3 tn3,tevt 4|Both Lo ou 33.0 336 9297]0.20Line4 Level 2int,teva 4|woth a 2590 43.43 396 1.00 s 396LeveltInt,tevt 4|oth ae 230 396 1.00 396Line5 Level 2instev2 4|goth Lo aa -at Loo s 396 asaa]o.u1walr5-1 4|Both uo °il00 396 ~|ewalt5-2 4|Both 19 2a.aaa ie0 336 .2176/0.21wall5-3 &|Both ilo 2530 a2la 2 X00 335274011LeveltIn,Levi 4 0 428 3.3 396 1,00 8 396 9.09wail$2004 0 205 313 396 1.00 396 0:08wail5-34 0 224 3 396 1190 3596 0:09wals-10400396100396-Line 6 Ené,Levl 4 Lo eS 36.8 36.5 396 1.00 s 396 7313]0.08Line7int,uevi¢|Both 10 638 S588 398 1.00 336 ra1a 0.09Line8 Level 2 in6,tev2 4|oth ao}1008 38.8 396 1.00 s 336 20286]0.20Lovel1 ins,tev 3|aotn 1.0 seo 33.7 396 1.00 s 396 19088]0.09Line9 ins,tevt 4|goth 10 620 aaa 396 1.00 s 396 r121/o.09Line10 Esto,tevt 4|goth Lo est 36.3 386 1.00 396 nizafo.osLine11 Level 2Intl,tev2 ¢|Both Lo 503 -396 1.00 s 396©ata7]o.11wall12-2 4|Both uo za 41 386 i090 sss 2760.11wailii-3 4|Both io 23 48 386 i100 36 ari folaawail1-1 ¢|Both io °356 1100 396 =eLoveunit,revi 4|noth 1.0 445 -3396 2.00 s 396 «747]0,09wali11-2 4|Bota io 2060 a7 36 300 336 276/109waitit-3 4|aot Xo al 3711 398 1100 3352571 [0.09wailtint4|Both ilo a 336 1100 396 ~|Line 12 Level 2 Enl2,tev2 a|Both Lo 279 43.0 395 1.00 s 396Level1 tnl2,Levi 4|Both 10 248 38.2 38.2 395 1.00 s 396Line13ints,Levi 4|Both 10 923 38.7 8.7 396 1.00 s 396 suelo.Line 14 Level 2Int,teva 4|Both vo}17200 44.2 ata 396 1,00 s 396 15aze]o.aaLevel’int,uevt 4|Both ae]1938 394 39.4 1.00 5 396 15428]0.10Line15 Inl5,evi 4|Both Le 975 40.6 2.00 5 396©94aa]0.20 EW W For —AWcub “ASD Shear Forse [pit ‘Allowable Shear [pF]Crit,Shearlines Gp|_bir__int Ext|vjlbs)vax vy|im ext Go Total _vitbsy|_Resp.Tine € Lovel 2 ine,Lev2 3|Both ao]asia -2 396 1.00 s 396 9.40 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 SHEAR RESULTS (rigid seismic design,continued)wall C-I~3]Boer To TET TE TEwattCoa3|Bot Lo 15712 305 aeLevel1 icy evi a|Bota 10 ¢465 0.92 ae6waircet|Both uo é ses 0182 aewac21|both i 3 3650164 232weica1|noth °fo a7 ola 334fal31|Both 78 365 Oles 232Line& Level2 Iney Lev2 4 10 3 oo s 396 a.40Walnes4Uo3‘00 386,a4Wellel4vo}iin 3 ‘00 386,a4Walle200alo}406 3 00 3863300 oc40wae4ae}Lass 3 00 30¢ssn alaoWallEsGvo}tea 3 00 358 ana laoLevelt Tab,bert 2|Both 1.0)12902 272.7 201.6 469 s 367 22203]0.58LineF Level 2 ink,eve 4|Both ro]s46r203.3 103.3 396 1.00s29613283]0.26Levelt unr,tevi 4|Both a]sio0 152.2 152.2 396 1.00 s 296 3253/0,Line ¢ Level 2Inelev?4 1.0 -158.2 axe 1,00 S396 0.39Waine204as139.0 13810 35210 352 0138wal4ico15821351239611003560139LeveltTa,bert 1.0 -229.9 396 1.00 396 0.58wall218828203.1 203.1 352 ion”352 0.38wallG1io|2170 2281s 22815 336 109 336 a8Line# Level2 Tak Lev2 4|Both 2.0 138.2 396 2.09 s 396 6330]0.35Waine14|Both 6 Lela 352 aloo°350 0°38,well 24|horn 69 138.2 352 iloo 382 233LeveltutyLevi4|noth Lo 203.2 too s 396 6330]0.92faire:4|Both fa 20312 100 352 eia}ocsawall#2 4|Botn 89 20313 100382 ea 058 nd Unless otherwise noted,the valve in the table for @ sheartine is the one for wall on the line with the enical design response,WGpWalldesigngroupdefinedinSheathingandFramingMaterialstables,where it shows associatad Standard Wall.°**means that this wall iscnticaforallwailsintheStandardWalgroup.For Dir~Direction of seismic force along sheartine. ‘HIM-Cub =Height-to-wicth factor from SDPWS table 4.3.4 notes 1,3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for nical‘segment on wall \V-ASD factored shear force.For sheartine:total sheariine force.For wal force taken by toal of all segments on walmax-Base shear=ASD factored shear force per unit full height sheathing,divided by perforation factor Co as per SDPWS eqn.428 =VIFHS/Co.v-Design shear force =ASD factored shear force per unit full height sheathing.For wall,iis the largest force on any segment,‘nt Unit shear capacity of interior sheathing:Ext -Unit shear capacty of exterior sheathing,Includes Cub and heigh'-to-with factors. ‘Co Perforation factor from SDPWS Table 4.3.3.5.C-Sheathing combination rule,A =Add capacties,$=Strongest side only,X =Strongest side or twice weakestTotal-Combined int.and ext.unit shear capacity inc.perforation factorForwall:combined shear capacity.For shearine:sum ofall wall capacities online,Cnt Resp ~Critical response =v/Total =design shear force/unt shear capacity for entical segment on wall or sheartne "'W-indicates that the wind design nterion was crical in selecting wal. Notes: Refer to Elevation View diagrams for individual level for upit anchorage force t for perforated walls given by SOPWS 4.3.6.4.2,4 83 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 HOLD-DOWN DESIGN (rigid seismic design) Tovel?Tonsil ASDLine.Location if]Holddown Force [lbs]cap critPositnx¥Shear Dead Ev ___cmbid|Hold-down __bs]_Resp. Leod 44.50 23.37 373 373]eons oaoas,Rend=44.50 -0.12 373 373)ROUIT 8045, L end 29.00 161 ‘61|noua 0.09Rend2820761‘761 bot 0:09 Lend 22.00 355 0.08Rend-21:00 355 0108 Lend -13.50 39.63 766 266 upon 0.10Rend“13750 45.38 766 766 oot 0:10 1 Gad 0.00 34.23 748 soul 0.09BEndboo39138748p010:08Lfdbloo3963,7a OUI 0:03BEnd0:00 45.38,45 oUt 0:08 L 9.50 16.87 333 333 9.04RSiso1a,333 333 o.04 L 33.50 -16.87 a4 a4 0.04R331501138BuEst0:04 L Bnd 1.63 659 659]anv sous 0.08BBnd22.88 306 306]sou 54s,0:08¥Elen 33.38,382 352|Refer to upper Level 2 ena 52.00 -16.37 314}eow22 vanes,0.08BEnd52.00 1:38 314]RDUIT 8045,0108 1 Bad 76.00 -16,37 332 332]uous saoas,0.04BBnd76.00 1.38 332 332 |a2 -n048,0:04 L Bra 85.00 34.23 245 745|oo 9.09REnd85.00 39,38 045 745|nati 0.08Lbra85.09 39.63 733 733]puLt 0.08Bend85.00 45.88 739 739|abot 0108 bend 99.00 39.63 759 59 woot.vs0as 0.08Bend99.00 45.88 759)759|aDot1 os0as,0:09 Lend 106.00 23.37 352 352 eovt1 canes.0.04Rend106000138352352]ROUIL vans 0:08 Land 114.00 0.62 156 796}uout1 808s,0.09Rend114.00 39.38 786 75¢|nou1 on035,0:08 Lend 130,00 23.37 370 370]newts 0.05Rend130000.38 370 370]not or0s 1 Baa 0.00 zon oss 0.26Rad0:00 207 bait 0.26VElen0:00 seo Refer to upperVElen0:00 1460 Refer to upperLbra02001247bgt o.t6Bna0:00 3247 DOLL ote1Ene0:50 3247 sooLL O16REnd0:50 3247 DULL 0116VBien01001460RefertouppervElen0:00 1460 Refer to uppercoatEnd0:50 1783 oor 0.22cgEnd0150asseOULL0.22LineBlob1.00 ea nove 4870 0.37VElen12001455RefertoupperlevelvElen7:00 Bas Refer co upper levelvElen100572Refer co upper levelvlen300aaaRefer to upper levelvElen7:00 aag7 Reter to upper levelvElenx00adiRefer £0 upper level 54 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 HOLD-DOWN DESIGN (rigid seismic design,continued)Velen 4738 Tear To upper leverVelen59137100,aaa £0 upper levelViele63.37 7100,aaa fo upper levelvelen75.87 7.00,565 to upper levelVelen79:13 7100,786 fo upper levelREndealee710016213870 0.37Velen=85.38 7.00,1452 to upper levelLineF lL ROL 7.63 34.00 2453 4065 0.60FlLop21113834.00 2453 4085 0:60FLROp218113.34100 2385 4085 0159FlLop32418834:00 2385 74065 0:59FlRop330163341002435740850:60FlLop43418834100283540850:60Flop441113.34100 2508 4065 0162FILopS4319834100,2509 4085 0162FelROp§$0113.34100 2453 4085 0:60FlLope538834.00,2453 4065 0:60FlRop€60163 34.00 2392 "4085 0°58FlLop?66188 34.00 2392 4085 0138FlROp7736334.00 2435 "4065 0:60FilLops7718834.00 2435 4065 0:60 Lend—-28.87 39.50 3656 canes 0.45Lopt -2462 39.50,3656 5045 0145ROpl"19.37 39150,3635 “3045 0:45Rend“13162 39150,3635 8085 onsLend99.13 39150 3274 oratLop110218839.50,3274 olaROp110911339150,3231 0.40Rend11318839150,3231 0.40 Lend -13.37 45.50 3277 vanes ovaLop1—-9162 48150,3277 808s olaRopl"318748150,3277 908s 0.41FEnd2011245/50 3277 085 onanLEnd85.13 46:00 3277 3083 olaLop188.98 46.00,e085 oaROpi95113.46.00,7085 estREnd98.88 46:00 04s ola Tensile ASD Location [rt]Holddown Force [lbs]cap critPositnx.y Shear De:Ev cmb ‘down __fibs]__Rosp. Lend -28.00 0.12,402 402 would veoas,0.05Rend—-2900 39138,402 402 abut meas,0:05 L Bnd 50 39.63 405 403)avis,5045,0.05Rnd15045138405405|wovit venas,105 L End 00 34,13 397 397]aout 0.05EEnd0039138397397]uDuL 0:05LBndtoo39163395395]aut1 0.05RBnd0045.38 395 395|apui1 0:05 L Bnd 42.50 7.63 352 352]eu 04Rend4215033.38 352 352|eDULL 04 Lend 85.00 34.13 395 5 0.05REnd85.00 39138 395 535 0:05Lend85.00 39.63,392 392 0.05Rend85.00 15.88 392 392 0:05 L Bnd 99.00 39.63 402 402 0.05Rind99.00 45.88 402 402 0:05 Lend 114.00 0.63,399 399 “e085 0.05Rend1140039.38 399 399 “8085 0:05 Lend -28.87 0.00 1460 1460 |nouns 8045,0.18Rend©-2112 0.00,1460 1460 |HouLa 808s,0118Lend106130150,1460 1a60|nouns 3045,0118Rend113680.50 1460 3460|novi 23085,0.18 55 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 HOLD-DOWN DESIGN (rigid seismic design,continued)ine E 1 oLend—-0.37 7.00 oot 0.181Rend61837100abot0118 2 Lend 1713700 sui ole“2 Rend 251887100 ADDI 0:38 3 Lend 3713 aboLt ale3Rend©479387180 abo 0118 @ Lend©59137150,011 0384Rend680377150foi0.28 5S obend9170637100BOLIois5Rend©050387100 soot}oisLineF Rop1 7.63 34.00 992 ov11 9.1bop2111383410032DULL0Rop216:13.34100 964 aot 0Lop32418834.00 364 fol 0Rop330.63 34.00 985 ult Q Fl Lop4 lalee 34l00 385,OULD 3 Fl Rop4 aa3 aloo|aoa OULD a Pl Lops «88 3400|ois DU:a Fl oRops 80113 34100 992 wu a Fl Lope 53.08 34.0 992 wou °Fl 2 0p6 60.69 34.00 967 NoUL1 ° Fel Lop?66188 34.00 367 wound 3. Fel ROp7 73169 34100 385 wou oFlLope77/88 34.00 285,te oLine Gl ob -28.97 1479|woo 0.18 Gl Lopi “24162 1479)ipod 0116 Gi Repl “ial37 1370|abu ole G1 Rend “ee 1470|aou21 ole 62 Lend 9913,1328|Aboa 0116G2Lop1102881324|Abort 0:16 G2 Repl ies 1303 abot oleG2Rend13881307|abu21 O16Line Mel Lend -13.97 so02 anes 0.16HLLoptaolna0asoct6 wel kop HovL1 aoa ole wel bra HOLL “a0as ole2andsult“308s O16 #2 bop 2 eo “3048 O16 #2 hop EooLt “3083 ole#2 oR ena euLL ~a08s ole Tagand tine-Wat ‘At wall or opening —Sheartine and wall number At vertical element -Sheartne Positin-Position of stud that hold-down is attached to. VElem -Vertical element:column or strengthened studs required where not at wall end or openingLorEndAlleftorrightwalend Lor Opi Al ef or right side of opening n Location -Co-ordinates in Plan View Hold-down Forces: ‘Shear =Seismic shear overtuming component,factored for ASD by 0,7,includes perforation factor Co, Dead ~Dead load resisting component,factored for ASD by 0.60 Ev Vertical seismic load effect rom ASCE 7 124.22=.0.2Sds x ASD seismic factor x unfactored Information table for more details. ‘Cmb‘d -Sum of ASD-factored overtuming,dead and vertical seismic forces.May also include the uplift force t for perforated wail from SDPWS4.3.6.2.1 when openings are staggered. Hold-down —Device used from hold-down database (Cap ~Allowable ASD tension load Cnt.Resp.~Critical Response =Combined ASD force/Allowable ASD tension load 0.047 x factored D.Refer to Seismic Notes: ‘WARNING -This hold<down does not have design capacities forthe thickness of end studs selected,so adltional ack studs or blocking requiredShearoverturningforceishorzonialseismicloadeffectEhfromASCE712.42. Uses load combination 8 from ASCE 7 2.4.1=0.60 +0.7 (Eh -Ev) Refer to Shear Results table for perforation factors Co. ‘Shearwalls does not check for either plan or vertical structural irregularities 56 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:iE DRAG STRUT FORCES (rigid seismic design)Levelt ‘Drag StratLine-Position on Wall Location (tt)Force {lbs}Wall ‘of Opening.x y =eTine2 “2 Left mall End.23.00 0.00]585 sas Right Wall End -21.00 0.00)57575, Left Wall End “13.50 39.50}200 200 Left wall End 0.00 34.00]320 320 Right Wal End 9.50 aso)40430 Right Wall end 33.50 1.50]406 406 Left wall Ena 50 19159BightWallEnd502526 Right Wall End a aso]399 a9 Right Wal End 76.00 aso)a1 aaa Left wail end 85.00 3a.co]32727 Left wall End 39.50]21313 Right Wall End 0.50]875575 Left Wall Bod 0.50]ses sas, C2 Left opening 2 9.00 sigCERightOpentng10:00 i662cwailBad0:00 2523 ©1 Ene 0:00 22232LeftOpening20:00 26342RightOpening20.00 24582Leftopening21003064€-2 Right Opening 2 4.00 0:00 25936-2 Right wal!ene 100 0 3132C3LeftWallEnd85.09,ors ingc-3 Left Opening 1 88.50,0:5 6473RightOpening134.50,0 ie€-3 Left opening 2 39.09,3 512cs192700°483196700209oa118200609C4LertOpening111810011sG4RightOpening21211002Line€Bl heft Wall end oo 2436E-1 Left Opening 1 00 2308BolRightOpening100a3ElLettopening209980E-l Right opening 2 00 1285EiLeftopening300146 El Right Opening 3 03 159 Bl Left opening 4 Right Opening 4 7 7777:00 7 Left opening 5 a0 1360RightOpening5a1533Lef=opening 6 a0 2286RightOpensng690halLeftopening7003a12RightOpening7003107Leftopening8003860ghtOpening8003454RightWallEnd004397 Right opening 1 1.50 34.00]1302 1302Leftopening2A150Saco0]8353.Right opening 2 18.00 34.00]1067 ape7Leftopening325.00 aaron]251251BightOpening330.50,sacoo]347447 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2016 12:10:40 PRAG STRUT FORCES rig seismic design,continued)Fl Lefe opening fRightOpening 4 wyLeftOpening>46.90 213RightOpening51Loftopening6465RightOpening6233Leftopensng791RightOpening7159Leftopening&184 Left Opening 1 902RightOpening1735RightWallBod1737LeftWailend1408LettOpening1708RightOpening1a7 Left Opening 1 -9.50 45.50]597 697RightOpening1aloo45.50]533538RigntWallend010045.50]12351235LeftWallBnd8510046.00,az2tLeftOpening289:00 35.00,524RightOpening195:00 46.00,637 Drag StratPositiononWallLocation{ft}Force (lbs) ‘of Opening x y eeLeftmailBod7-13.50 39.50]225225 Left Wall Bnd 0.00 34.00]362 362 42 285186awt85.00 37 370 99.00 a3.so]239 239 Right Wall end o.0o)17 uazLeftWailEndo.so)auiy 1147 Left Wall End 7.90 1386RightWallEnd70573LeftWallend01068RightWallEnd720096LeftWallEnd7150eaRightallBnd130439Leftmaliend71306RightMallBad7150962Leftwallend71a525RightWallEnd851507.00 1386 Right opening 1 Left opening 2 Right Opening 2Leftopening2 Right Opening 3 Left Opening 4 Right Opening 4 Left opening § Right Opening § Left opening € Bight Opening 6 Left opening 7 Right Opening 7 Left Opening @ Left Opening 1 -24.50 613613RightOpening1“1a!s0 493499RightallEnd-13!50 11801180LeftWallEnd99.00 957 957EeftOpening110309,ger 461RightOpening110900595595 58 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2015 12:10:40 DRAG STRUT FORCES (rigid seismic design,continued) Tine H B-1 Left Opening 1 -9.50 wa ama Rel Right Opening 1 -4.00 366366HelRighta0:00 aoH-2 Left wall en 95.00 830H-2 Left Opening 1 39,00 aeH-2 Right Opening 1 95.00 a ‘agend Position...Side of pening or wall end that crag struts attached to Location -Co-ordinates in Plan View Drag strut Force -Axia force in transfer elements at openings and gaps in walls along sheartine Based on ASD factored sheartne force,includes perforation factor Co>Due to sheariine force in the west-o-east or south-o-north directionDuetosheariineforceintheeast-fo-west or nrt-to-south direction 59 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2016 12: 60 WoodWorks®Shearwalls Shearwalls.wsw Sep.25,2016 12:10:40 ] 60