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Permit File BLD-2021-0759 5011 Macbeth Drive (3)
CRHR COpp `4QF0 cO�i ENGINEERING SUPPLEMENTAL STRUCTURAL CALCULATIONS COR FOR: Mahar Remodel 5011 Macbeth Drive Anacortes, WA APPROVED BY: Cody R_ Hart, P.E. Job# 21169 Date: Oct 18, 2021 817 Metcalf Street, Suite 207 Office: 360.855.2333 Ext. 207 Sedro-Woolley, WA 98284 Cell: 360.982.0928 TABLE OF CONTENTS Code Summary.........................................................I DesignData.............................................................2-5 Analysis and Design..................................................6-37 817 Metcalf Street, Suite 207 Office: 360.855.2333 Ext. 207 Sedro-Woolley, WA 98284 Cell: 360.982.0928 CODE SUMMARY Code: International Building Code 20181 Washington State Building Code Live Loads: Roof 0 to 200 sf: 20 PSF 200 to 600 sE 24 - 0.02 Area, but not less than 12 psf over 600 sf Typical Floor 40 PSF Decks and Patios 60 PSF Attics without storage 10 PSF Attics with storage 20 PSF Dead Loads: Roof 12 PSF Floor 15 PSF Decks 12 PSF Exterior Walls 12 PSF Stone Veneer 40 PSF Interior Walls 10 PSF Wind Design Data: Wind Design Procedure Ultimate Design Wind Speed Nominal Design Wind Speed Risk Category Mean Height (h) Exposure Category Enclosure Classification Internal pressure Coefficient Directionality (Kd) Roof Snow Loads: Design Uniform Roof Snow load Flat Roof Snow Load Ground Snow Load Exposure Factor Importance Factor Thermal Factor Earthquake Design Data: ASCE 7 Directional (All Heights) 110 mph 85 mph 1I 27 FT B Enclosed Building 0.18 0.85 = 25 PSF Pf = 25 PSF Pg — 25 PSF Ce= 1.0 I = 1.0 Cs= 1.0 Risk Category = II Importance Factor (I) = 1 Mapped spectral response accelerations Ss = 116% G, S 1 = 41 % G Site Class = D Spectral Response Coefficient Sds = 0.80 Shc = 0.52 Seismic Design Category = D Basic Structural System = Bearing Wall Seismic Resisting System = Wood Shearwalls Response Modification Factor (R) = 6.5 Analysis Procedure = Equivalent Lateral Force Procedure Seismic Response Coefficient (Cs) = 0.12 Design Base Shear (V) = 12.1 K 817 Metcalf Street, Suite 207 Office: 360.855.2333 Ext. 207 Sedro-Woolley, WA 98284 Cell: 360.982.0928 DEA 0 LAC L D SUMMARY Roof Dead Loads Items Description PSF (max) PSF (min) Roofing Asphalt Shingles 2.0 1.5 Felt Single ply 1.0 0.7 Sheathing 5/8" plywood/OSB 2.2 2.0 Framing Wood Trusses or Rafters @ 24" 3.0 2.5 Insulation R-30 Fiberglass 1.1 0.9 Ceiling 518" gypsum 1.3 1.0 Misc, Misc. l.0 1.0 Actual head Load = 11.6 9.6 Use this DL instead = 12.0 Floor Dead Loads Items Description PSF (max) PSF (min) Flooring Carpet & pad I.0 1.0 Underlayment 5/8" plywood/OSB 2.2 1.8 Subfloor 3/4" plywood/OSB 2.7 2.3 Framing Floor Joist at 16" O.C. 2.7 1.3 Insulation R-30 Fiberglass 0.9 0.9 Ceiling 5/8" gypsum 2.8 2.5 Misc. Misc. 1.0 0.0 Actual Dead Load = 13.3 9.8 Use this DL instead = 15.0 817 Metcalf Street, Suite 207 Office: 360.855.2333 Ext. 207 Sedro-Woolley, WA 98284 Cell: 360.982.0928 DEAD LOAD SUMMARY -CONTINUED - Exterior Wall Dead Loads Items Description PSF PSF (max) (min) Siding Cement Board 2.5 2.2 Building Wrap Single ply 0.3 0.1 Sheathing 15/32" plywood/OSB 1.6 1.4 Framing 2x6 @ 16" O.C. 2.7 2.0 Insulation R-30 Fiberglass 0.9 0.9 Interior Wall 5/8" gypsum 2.8 2.5 Misc. Misc. 1.0 0.0 Actual Dead Load = 11.75 9.65 Use this DL instead = 12.0 817 Metcalf Street, Suite 207 Office: 360.855.2333 Ext. 207 Sedro-Woolley, WA 98284 Cell: 360.982.0928 5011 MacBeth Dr, Anacortes, WA 98221, USA Latitude, Longitude: 48.4935621,-122.6736326 Date Design Code Reference Document Risk Category Site Class Type Value Ss 1.16 S1 0.412 SMS 1.392 SM1 null -See Section 11.4.8 SDS 0.928 SD1 null -See Section 11.4.8 Type Value SDC null -See Section 11.4.8 Fe 1.2 1=v null -See Section 11.4.8 PGA 0,494 FPGA 1.2 PGAM 0.592 T, 16 SsRT 1.16 SsUH 1.277 SO 1.5 S1RT 0.412 S1UH 0.463 SID 0.6 PGAd 0.5 CRS 0.909 CR1 0.891 Yprkslilre Dr �w Firefly SUP Drives Oe �• tJ Ci O CO n a. 10/18/2021, 11:30:28 AM ASCE7-16 11 D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.Os period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in SO years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s Map data ©2021 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or ..................... liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. JOB SUMMARY REPORT 21169 Mahar Level Member Name Results Current Solution Comments Roof: Flush Beam Passed I 1 piere(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL ForteWEB Software Operator lab Notes Cody Hart CRH Engineering (360)855-2333 codyh@crheng.com 10/18/20217:oo:sa PM urc FOrteWEB v3.2 Weyerhaeuser File Name: 21169 Mahar Page 1 / 2 FORTE MEMBER REPORT PASSED Level, Roof: Flush Beam 1 piece(s) 5 1/4" x 9 1/4" 2.2E Parallam® PSL Ovemli Lengft 12' 7" I.' 12 0 Ir 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal, Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2841 @ 2" 5020 (2.25") Passed (57%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2401 @ V 3/4" 10797 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 8613 @ 6' 3 1/2" 21417 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.212 @ 6' 3 112" 0.613 Passed (11-/694) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.324 @ 6' 3 1/2" 1 0.817 Passed (L/454) 1.0 D + 1.0 S (AEI Spans) • Derleaim Cntetia: LL (LJZ40) and TL (L)180). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 1000 1510 1889 439E 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 1000 1510 1888 4398 1 1/4" Rim Board • rmn DWI a asswneu eu carry au iudus dppueu mremy anuve n, oypa5sing me memoer Deing eesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 12' 5" o/c Bottom Edge (W) 12' 5" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non-snow:1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 1 114" to IT 5 3/4" N/A 15.2 — -- 1 - Uniform (PSF) 0 to 12' 7" (Front) 12' 12.0 20.0 125.0 Default Load System : Roof Member Type: Flush Beam Building Use: Residential Building Code : IBC 2018 Design Methodology: ASD Member Pitch : 0112 Weyerhaeuser Notes Neyerhaeuser warrants that the slzing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is rot intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsibie to assure that this Calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Veyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by 1CC-E5 under evaluation reports ESR-1153 and ESR-1387 Ind/er tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww.weyerhaeuser.com/woodproductsldacument-librarV. he product application, input design toads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 10/113/2021 7:00:50 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: VS.1.0.16 Weyerhaeuser File Name: 21169 Mahar Page 2 / 2 lob Notes Cody Hart CRH Enngineerin g (360)855-2333 codyh@crheng.com WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorksO Shearwalls 2019 (Update 3) 21169 Mahar Lateral.wsw Project information DESIGN SETTINGS Oct. 18, 2021 11:39:20 Design Code Wind Standard Seismic Standard IBC 2018/AWC SDPWS 2015 ASCE 7-16 Directional (All heights) ASCE 7-16 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 1.00 1.00 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.6c T<-100F 13% (<=19%) 10% (<-190) 0.50 0.00 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non -wood -panel shear resistance contribution... Forces }used on... Wind Seismic Hold-downs Applied loads Never Always Drag struts Applied loads Shearwall relative rigidity: Deflection -based stiffness of wall segments Perforated shearwall Co factor: SDPWS Equation 4. 3-5 Non -identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.3-1 Drift limit for wind design: 1 / 240 story height Force-transferstrap: Continuous at top of highest opening and bottom of lowest RITF INFORMATION Wind Seismic ASCE 7-16 Directional (All heights) ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110 mph Risk Category Category II - All others Serviceability Wind Speed 100 mph Structure Type Regular Exposure Exposure B Building System Bearing Wall Enclosure Enclosed Design Category D Min Wind Loads: Walls 16 psf Site Class D Spectral Response Acceleration S1: 0.410g Ss: 1 . 160g Roofs 8 psf Topographic Information [ft] Fundamental Period E-W N-S Shape Height Length - - - T Used 0.230s 0.230s Site Location. - Approximate Ta Maximum T 0.230s 0. 322s 0.230s 0.322s Elev: Oft Rigid building - Static analysis Response Factor 6.50 6.50 Case 2 E-W loads N-S loads Fa: 1 .04 Fv: 1.89 Eccentricity {%) 15 Loaded at 75% WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev ft Depth [in] Height [ft] shrinkage [in] length [in] Ceiling 20.50 6.0 Level 11.00 12.0 9.00 15.7 16.5 Level 1.00 0.0 9.00 3.6 4.5 Foundation 1.0o BLOCK and ROOF INFORMATION Block Dimensions ft Face Type Roof Panels Sloe Overhang ft Block 2 Story N-S Ridge Location X,Y = -45 . 00 -13.25 North Gable 90.0 2.00 Extent X,Y = 44.75 32.25 South Gable 90.0 2.00 Ridge X Location, Offset -22. 62 0.00 East side 30.0 2.00 Ridge Elevation, Height 33.42 12.92 West Side 30.0 2.00 Block 2 2 Story N-S Ridge Location X,Y = -22 .25 19.00 North Gable 90.0 2.00 Extent X,Y= 22.00 213.25 South Joined 90.0 2.00 Ridge X Location, Offset -11 .25 0.00 East Side 30.0 2.00 Ridge Elevation, Height 26.85 6. 35 West side 30.0 2,00 Woodworks® 5hearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 SHFATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbslin in in 1 Ext Struct Sh 0Sl3 32116 15132 - - Vert 83500 10d iVaii N 4 12 Y 2 2 Ext Struct Sh OSB 32116 15132 - - Vert 83500 10d Nail N 6 12 Y Legend: Grp — Wall Design Group number, used to reference wall in other tables (created by program) Surf— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply —Number of plies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in Ib/in. of depth from SDPWS Tables C4.2, 2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing— casing nail; Roof— roofing nail, Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-314" (gypsum sheathing, 25132" fiberboard), 1-112" (lath & plaster, 112" fiberboard); 13 ga plasterboard = 0.92" x 1- 118". Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8'; 6d =. 092" x 1-7/8', 8d = .113" x 2-318'; 618d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-114"long. 518" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Sk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3Y7 1.4 FRAMINA MATFRIAI S and STANDARD WALL by WALL GROUP Wall Species Grade In d Spcg SG E Standard Wall Grp in in in ii 1 D.Fir-L No.2 1.50 5.50 16 0.50 1.60 2 D.Fir-L No.2 1.60 5.50 16 0.50 1.60 2 D.Rr-L No.2 1,50 5.50 16 D.50 1.60 S 41 Legend: Wall Grp — Wall Design Group b— Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E— Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. Woodworks® Shearwalls SHEARLINE. WALL and OPENING DIMENSIONS 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 North -south Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group X ft Start End ft] [ft Ratio ft Line 1 Level 2 Line i Seg 2 -43.00 -7.25 18.75 26.00 26.00 - 9.00 Wall 1-1 Seg 2 -45.00 -7.25 18.75 26.00 26.00 0.35 - Level 1 Line 1 Seg 2 -45.00 -7.25 18.75 26.00 26.00 - 9.00 Wall 1-1 Seg 2 -45.00 -7.25 18.75 26.00 26.00 0.35 - Line 2 Level 2 Line 2 NSW -41.50 -13.25 -7.25 6.00 0.00 - 9.00 wall 2-1 NSW -41.50 -13.25 -7,25 6.00 0.00 1.50 - Level 1 Line 2 NSW -41.50 -13.25 -7.25 6.00 0.00 - 0C! Wall 2-1 NSW -41.50 -13.25 -7.25 6.00 0.00 1.50 - Line 3 Level 2 Line 3 NSW -28.75 -13.25 -4.00 9.25 0.00 - 9.00 Wall 3-1 NSW --28.75 -13.25 -4.00 9.25 0.00 0.97 - Level 1 Line 3 NSW -28.75 -13.25 -4.00 9.25 0.00 - 9.00 Wall 3-1 NSW -26.75 -13.25 -4.00 9.25 0.00 0.97 - Line 4 Level 2 Line 4 NSW -22.50 18.75 47.00 28.25 0.00 - 9.00 Wall 4-1 NSW -22.50 18.75 4-1.00 28.25 0.00 0.32 - Level 1 Line 4 NSW -22.30 18.75 47.00 28.25 0.00 - 9.00 wall 4-1 NSW -22.50 18.75 47.00 26.25 0.00 0.32 - Line 5 Level 2 Line 5 NSW -13.75 -4.00 0.00 4.00 0.00 - 9.00 wall 5-1 NSW -13.75 -4.00 0.00 4.00 0.00 2.25 - Level 1 Line 5 NSW -13.75 -4.00 a.ao 4.00 0.00 - 9.00 Wall 5-1 NSW -13.75 -4.00 0.00 4.00 0.00 2.25 - Line 6 Level 2 Line 6 Seg 2 -0.25 0.00 47.00 47.00 47.00 - 9.00 Wall 6-1 Seg 2 -0.25 0.00 47.00 47.00 47.00 0.19 - Level1 Line 6 Seg 2 -0.25 0.00 47.00 47.00 47.00 - 9.00 wall 6-1 Seg 2 -0.25 0.00 47.00 47.00 47.00 0.19 - East -west Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group Y [ft] Start End ft] 1111 Ratio [ft] Line A Level 2 Line A Seg 1 -13.25 -41.50 -28.75 12.75 12.75 - 9.00 Wall A-1 Seg 1 -13.25 -41.50 -28.75 12.75 12.75 0.71 - Lovell Line A Seg 1 -13.25 -41.50 -28.75 12.75 12.75 - 9.00 Wall A-1 Seg 1 -13.25 -41.50 -28.75 12.75 12.75 0.71 - Line 8 Level 2 Line B NSW -7.25 -45.00 -41.50 3.50 0.00 - 9.00 Wall 3-1 NSW -7.25 -45.00 -41.50 3.50 0.00 2.57 - Leve I 1 Line 3 NSW -7.25 -45.00 -41.50 3.50 0.00 - 9.00 Wall B-1 NSW -7.25 -45.00 -41.50 3.50 0.00 2.57 - Line C Level 2 Line C NSW -4.00 -28.75 -13.75 15.00 0.00 - 9.00 Wall C-1 NSW -4.00 -28.75 -13.75 15.00 0.00 0.60 - Level 1 Line C NSW -4.00 -28.75 -13.75 15.00 0.00 - 9.00 Wall C-1 NSW -4.00 -28.73 -13.75 15.00 0.00 0.60 - Line D Leve 12 Line D NSW 0.00 --13.75 -0.25 13.50 0.00 - 9.00 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 ,HtAKUNt, YYALL ana UMN1NU U11Y1=NQ1UN0 Wall D-1 NSW Level 7 Line D NSW Wall D-1 NSW Line E Level 2 Line E NSW Wall E-1 NSW Level 1 Line E NSW wall E-1 NSW Line F Level 2 Line F Seg 2 Wall F-1 Seg 2 Level 9 Line F Seg r' Wall F-1 Seg 2 lea 0.00 -13.75 -0.25 13.50 0.00 0.67 - 0.00 -13.75 -0.25 13.50 0.00 - ?.Cp 0.00 -13.75 -0.25 13.50 0.00 0.67 - 18.75 -45.00 -22.50 22.50 0.00 - 9.00 18.75 -45.00 -22.50 22.50 0.00 0.40 - 18.75 -45.00 -22.50 22.50 0.00 - 9.00 18.75 -45.00 -22.50 22.50 0.00 0.40 - 47.00 -22.50 -0.25 22.25 22.25 - 9.00 47.00 -22.50 -0.25 22.25 22.25 0.40 - 47.00 -22.50 -0.25 22.25 22.25 - 9.00 47.00 -22.50 -0.25 22.25 22.25 0.40 - Type - Seg = segmented, Prf = perforated, FT = force -transfer, NSW = non-sheawall Location - Dimension perpendicular to wall FNS - Length of full -height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio - Ratio of wall height to segment length (hlbs), for force -transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design. �J WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 Loads WIND SHEAR LOADS (as entered or generated) Level Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [lbs,plf,psf] Start Trib Ht Lrnd [ft] Block 1 W Roof 1 W->E Wind Line -15.25 21.00 42.8 Block 1 W Roof Min W->E Wind Line -15.25 21.00 56.3 Block 1 W Wall Min W->E Wind Line --13.25 -7.25 40.0 Block I W Wall 1 W->E Wind Line -13.25 -7.25 54.2 Block 1 W Wall Min W->E Wind Line -7.25 18.75 40.0 Block I W Wall 1 W->E Wind Line -7.25 18.75 54.2 Block I W Wall Min PI->E Wind Line 18.75 47.00 40.0 Block 1 W Wall 1 W->E Wind Line 18.75 47.00 54.2 Block 1 E Roof Min W->E Lee Line -15.25 21.00 56.3 Block 1 E Roof 1 W->E Lee Line -15.25 21.00 128.4 Block 1 E Wall 1 W->E Lee Line -13.25 -4.00 32.1 Block 1 E Wall Min W->E Lee Line -13.25 --4.00 40.0 Block 1 E Wall I W->E Lee Line -4.00 0.00 32.1 Block 1 E Wall Min W->E Lee Line -4.00 0.00 40.0 Block 1 E Wall 1 W->E Lee Line 0.00 47.00 32.1 Block 1 E Wall Min W->E Lee Line 0.00 47.00 40.0 Block 1 W Roof Min E->W Lee Line -15.25 21.00 56.3 Block 1 W Roof 1 E->W Lee Line -15.25 21.00 128.4 Block 1 W Wall Min E->W Lee Line -13.25 -7.25 40.0 Block 1 W Wall 1 E->W Lee Line -13.25 -7.25 32.1 Block 1 W Wall 1 E->W Lee Line -7.25 16.75 32.1 Block 1 W Wall Min E->W Lee Line -7.25 18.75 40.0 Block 1 W wall 1 E->W Lee Line 18.75 47.00 32.1 Block 1 W Wall Min E->W Lee Line 18.75 47.00 40.0 Block 1 E Roof 1 E->W Wind Line -15.25 21.00 42.8 Block 1 E Roof Min E->W Wind Line -15.25 21.00 56.3 Block I E wall Min E->W Wind Line -13.25 -4.00 40.0 Block 1 E Wall I E->W Wind Line -13.25 -4.00 54.2 Block 1 E Wall Min E-->W Wind Line -4.00 0.00 40.0 Block 1 E Wall I E->W Wind Line -4.00 0.00 54.2 Block 1 E Wall Min E->W Wind Line 0.00 47.00 40.0 Block 1 E Wall 1 E->W Wind Line 0.00 47.00 54.2 Block I S L Gable Min S->N Wind Line -45.00 -22.62 0.0 103.3 Block 1 S Wall 1 S->N Wind Line -45.00 -41.50 54.2 Block 1 S Wall Min S->N Wind Line -45.00 -41.50 40.0 Block 1 S L Gable I S->N Wind Line -45.00 -22.62 0.0 153.2 Block 1 S Wall 1 S->N Wind Line -41.50 -28.75 54.2 Block 1 S Wall Min S->N Wind Line -41.50 -28.75 40.0 Block 1 S Wall 1 S->N Wind Lane -28.75 -13.75 54.2 Black 1 S Wall Min S->N Wind Line -28.75 -13.75 40.0 Block 1 S R Gable 1 S->N Wind Line -22.62 -0.25 153.2 0.0 Block 1 S R Gable Min S->N Wind Line -22.62 -0.25 103.3 0.0 Block 1 S Wall 1 S->N Wind Line -13.75 -0.25 54.2 Block 1 S Wall Min S->N Wind Line -13.75 -0.25 40.0 Block 1 N L Gable Min S->N Lee Line -45.00 -22.62 0.0 103.3 Block I N L Gable 1 S->N Lee Line -45.00 -22.62 0.0 98.2 Block 1 N Wall 1 S->N Lee Line -45.00 -22.50 38.0 Block 1 N Wall Min S->N Lee Line -45.00 -22.50 40.0 Block 1 N R Gable 1 S->N Lee Line -22.62 -0.25 98.2 0.0 Block 1 N R Gable Min S->N Lee Line -22.62 -0.25 103.3 0.0 Block 1 N Wall 1 S->N Lee Line -22.50 -0.25 38.0 Block 1 N Wall Min S->N Lee Line -22.50 -0.25 40.0 Block 1 S Wall 1 N->S Lee Line -45.00 -41.50 38.0 Block 1 S L Gable Min N->S Lee Line -45.00 -22.62 0.0 103.3 Block 1 S wall Min N->S Lee Line -45.00 -41.50 40.0 Block I S L Gable 1 N->S Lee Line -45.00 -22.62 0.0 98.2 Block 1 S Wall Min N->S Lee Line -41.50 -28.75 40.0 Block 1 S Wall 1 N->S Lee Line -41.50 -28.75 38.0 Block 1 S Wall 1 N->S Lee Line -28.75 --13.75 38.0 Block 1 S Wall Min N->S Lee Line -28.75 -13.75 40.0 Block I S R Gable 1 N->S Lee Line -22.62 -0.25 98.2 0.0 Block 1 S R Gable Min N->S Lee Line -22.62 -0.25 103.3 0.0 Block 1 S Wall 1 N->S Lee Line -13.75 -0.25 38.0 Block 1 S Wall Min N->S Lee Line -13.75 -0.25 40.0 Block 1 N L Gable Min N->S Wind Line -45.00 -22.62 0.0 103.3 Block 1 N Wall 1 N->S Wind Line -45.00 -22.50 54.2 Block 1 N L Gable 1 N->S Wind Line -45.00 -22.62 0.0 153.2 Block 1 N Wall Min N->S Wind Line -45.00 -22.50 40.0 Block 1 N R Gable 1 N->S Wind Line -22.62 -0.25 153.2 0.0 Block 1 N R Gable Min N->S Wind 1 Line -22.62 -0.25 103.3 0.0 R WoodWorks® Shearwalls 21169 Mahar !_ateral.wsw Oct. 18, 2021 11:39:20 wiKin GHFAR I C)mrlS (ac antared or venerated) !continued! Block 1 Block 1 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 N N W W E E W W E E N N N N N N N N Wall Wall Roof Roof Roof Roof Roof Roof Roof Roof L Gable L Gable R Gable R Gable L Gable L Gable R Gable R Gable 1 Min 1 Min Min 1 1 Min Min 1 Min 1 Min 1 1 Min I Min N-->S N->S W->E W->E W->E W->E E->W E->W E->W E->W S->N S->N S->N S->N N->S N->S N->S N->S Wind Wind Wind Wind Lee Lee Lee Lee Wind Wind Lee Lee Lee Lee Wind Wind Wind Wind Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line -22.50 -22.50 19.00 19.00 19.00 19.00 19.00 19.00 19.00 19.00 -22.25 --22.25 -11.25 -11.25 -22.25 -22.25 -11.25 -11.25 -0.25 -0.25 49.25 49.25 49.25 49.25 49.25 49.25 49.25 49.25 -11.25 -11.25 -0.25 -0.25 -11.25 -11.25 -0.25 -0.25 54.2 40.0 22.0 30.0 30.0 66.0 66.0 30.0 30.0 22.0 0.0 0.0 50.6 41.2 0.0 0.0 73.4 50.8 50.8 41.2 0.0 0.0 73.4 50.8 0.0 0.0 Level Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End ft Block 1 W Wall Min W->E Wind Line -13.25 -7.25 36.0 Block 1 W Wall 1 W->E Wind Line -13.25 -7.25 46.3 Block 1 W Wall 1 W->E Wind Line -13.25 -7.25 56.6 Block 1 W Wall Min W->E Wind Line -13.25 -7.25 44.0 Block 1 W Wall Min W->E Wind Line -7.25 18.75 36.0 Block 1 W wall Min W->S Wind Line -7.25 18.75 44.0 Block 1 W Wall 1 W-->E Wind Line -7.25 18.75 46.3 Block 1 W Wall 1 W->E Wind Line -7.25 18.75 56.6 Block 1 W wall 1 W->E Wind Line 18.75 47.00 46.3 Block 1 W Wall Min W->E Wind Line 18.15 47.00 36.0 Block 1 W wall 1 W->E Wind Line 18.75 47.00 56.6 Block 1 W Wall Min W->E Wind Line 18.75 47.00 44.0 Block 1 E Wall 1 W->E Lee Line -13.25 -4.00 28.9 Block I E Wall 1 W->E Lee Line -13.25 -4.00 35.3 Block I E Wall Min W->E Lee Line -13.25 --4.00 44.0 Block 1 E Wall Min W->E Lee Line -13.25 -4.00 36.0 Block 1 E Wall Min W->E Lee Line -4.00 0.00 44.0 Block 1 E Wall 1 W->E Lee Line -4.00 0.00 35.3 Block 1 E Wall Min W->E Lee Line -4.00 0.00 36.0 Block 1 E Wall 1 W->E Lee Line -4.00 0.00 28.9 Block 1 E Wall 1 W->E Lee Line 0.00 47.00 28.9 Block 1 E Wall Min W->E Lee Line 0.00 47.00 44.0 Block 1 E Wall Min W->E Lee Line 0.00 47.00 36.0 Block 1 E Wall 1 W-->E Lee Line 0.00 47.00 35.3 Block 1 W Wall 1 E->W Lee Line -13.25 -7.25 35.3 Block 1 W Wali Min E->W Lee Line -13.25 -7.25 44.0 Block 1 W Wall Min E->W Lee Line -13.25 -7.25 36.0 Block 1 W Wall 1 E->W Lee Line -13.25 -7.25 28.9 Block 1 W Wall 1 E->W Lee Line -7.25 18.75 35.3 Block 1 W Wall Min E->W Lee Line -7.25 18.75 36.0 Block 1 W Wall Min E->W Lee Line -7.25 16.75 44.0 Block 1 W Wall 1 E->W Lee Line -7.25 18.75 28.9 Block 1 W Wall Min E-->W Lee Line 18.75 47.00 44.0 Block 1 W Wall 1 E->W Lee Line 18.75 47.00 28.9 Block 1 W Wall Min E->W Lee Line 18.75 47.00 36.0 Block 1 W Wall 1 E->W Lee Line 18.75 47.00 35.3 Block 1 E Wall Min E->W Wind Line -13.25 -4.00 44.0 Block 1 E Wall 1 E->W Wind Line -13.25 -4.00 56.6 Block l E Wall Min E->W Wind Line -13.25 -4.00 36.0 Block 1 E Wail 1 E->W Wind Line -13.25 -4.00 46.3 Block 1 E Wall 1 E->W Wind Line -4.00 0.00 56.6 Block 1 E Wall 1 E->W Wind Line -4.00 0.00 46.3 Block 1 E Wall Min E->W Wind Line -4.00 0.00 36.0 Block 1 E Wall Min E->W Wind Line -4.00 0.00 44.0 Block 1 E Wall Min E->W Wind Line 0.00 47.00 36.0 Block 1 E Wall Min E->W wind Line 0.00 47.00 44.0 Block 1 E Wall 1 E->W Wind Line 0.00 47.00 56.6 Block 1 E Wall 1 E->W Wind Line 0.00 47.00 46.3 Block 1 S Wall Min S->N Wind Line -45.00 -41.60 36.0 Block 1 S wall 1 S->N Wind Line -45.00 -41.50 56.6 Block 1 S Wall 1 S-->N Wind Line -45.00 -41.50 46.3 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 S Wall Ain S->N Wind Line -45.00 -41.50 44.0 Block I S Wall 1 S->N Wind Line -41.50 -28.75 46.3 Block I S Wall Min S->N Wind Line -4I.50 -28.75 44.0 Block 1 S Wall 1 S->N Wind Line -41.50 -28.75 56.6 Block 1 S Wall Min S->N Wind Line -41.50 -28.75 36.0 Block I S wall 1 S->N Wind Line -28.75 -13.75 56.6 Block 1 S Wall 1 S->N Wind Line -28.75 -13.75 46.3 Block 1 S Wall Min S->N Wind Line -28.75 -13.75 44.0 Block 1 S Wall Min S->N Wind Line -28.73 -13.75 36.0 Block 1 S Wall 1 S->N Wind Line -13.75 -0.25 56.6 Block 1 S Wall Min S->N Wind Line -13.75 -0.25 44.0 Block 1 S Wall 1 S->N Wind Line -13.75 -0.25 46.3 Block 1 S Wall Min S->N Wind Line -13.75 -0.25 36.0 Block 1 N wall 1 S->N Lee Line -45.00 -22.50 41.8 Block I N Wall Min S->N Lee Line -45.00 -22.50 36.0 Block I N Wall Min 5->N Lee Line -45.00 -22.50 44.0 Block 1 N Wall 1 S->N Lee Line -45.00 -22.50 34.2 Block I N Wall Min 5->N Lee Line -22.50 -0.25 44.0 Block 1 N wall 1 S->N Lee Line -22.50 -0.25 41.6 Block I N Wall 1 S->N Lee Line -22.50 -0.25 34.2 Block I N Wall Min S->N Lee Line -22.50 -0.25 36.0 Block I S Wall Min N->S Lee Line -45.00 -41.50 36.0 Block 1 S Wall 1 N->S Lee Line -45.00 -41.50 34.2 Block I S Wall Min N->S Lee Line -45.00 -41.50 44.0 Block 1 S Wall 1 N->S Lee Line -45.00 -41.50 41.8 Block 1 S Wall Min N->S Lee Line -41.50 -28.75 36.0 Block 1 S Wall 1 N->S Lee Line -41.50 -28.75 34.2 Block 1 S Wall Min N-->S Lee Line -41.50 -28.75 44.0 Block I S Wall 1 N->S Lee Line -41.50 -28.75 41.8 Block I S Wall Min N->S Lee Line --28.75 -13.75 36.0 Block 1 S Wall Min N->S Lee Line -28.75 -13.75 44.0 Block 1 S Wall 1 N->S Lee Line -28.75 -13.75 41.8 Block I S Wall 1 N->S Lee Line -28.75 -13.75 34.2 Block 1 S Wall Min N->S Lee Line -13.75 -0.25 44.0 Block 1 S Wall 1 N->S Lee Line -13.75 -0.25 41.8 Block 1 S Wall Min N->S Lee Line -13.75 -0.25 36.0 Block 1 S Wall 1 N->S Lee Line -13.75 -0.25 34.2 Block 1 N Wall 1 N->S Wind Line -45.00 -22.50 56.6 Block 1 N Wall Min N->S Wind Line -45.00 -22.50 36.0 Block 1 N Wall 1 N->S Wind Line --45.00 -22.50 46.3 Block 1 N Wall Min N->S Wind Line -45.00 -22.50 44.0 Block 1 N Wall Min N->S Wind Line -22.50 -0.25 36.0 Block 1 N Wall 1 N->S Wind Line -22.50 -0.25 56.6 Block 1 N Wall 1 N->S Wind Line -22.50 -0.25 46.3 Block 1 N Wall Min N->S Wind Line -22.50 -0.25 44.0 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 273-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.3-1 or minimum loads from 28.3.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 8 WoodWorks@ Shearwalis 21169 Mahar Lateral.wsw Oct. 98, 2021 1'1:39:20 WIND C&C LOADS Block Building Face Wind Direction Level Magnitude [psf] Interior End Zone Block 1 West Windward 2 23.6 29.1 Block 1 West Windward 2 23.6 29.1 Block 1 West Windward 2 23.6 29.1 Block 1 East Leeward 2 23.6 29.1 Block 1 East Leeward 2 23.6 29.1 Block 1 East Leeward 2 23.6 29.1 Block 1 West Leeward 2 23.6 29.1 Block 1 West Leeward 2 23.6 29.1 Block 1 West Leeward 2 23.6 29.1 Block 1 East Windward 2 23.6 29.1 Block 1 East Windward 2 23.6 29.1 Block 1 East Windward 2 23.6 29.1 Block 1 South Windward 2 23.6 29.1 Block 1 South Windward 2 23.6 29.1 Block 1 South Windward 2 23.6 29.1 Block 1 South Windward 2 23.6 29.1 Block 1 North Leeward 2 23.6 29.1 Block 1 North Leeward 2 23.6 29.1 Block 1 South Leeward 2 23.6 29.1 Block 1 South Leeward 2 23.6 29.1 Block 1 South Leeward 2 23.6 29.1 Block 1 South Leeward 2 23.6 29.1 Block 1 North Windward 2 23.6 29.1 Block 1 North Windward 2 23.6 29.1 Block 1 West Windward 1 23.6 29.1 Block 1 West Windward 1 23.6 29.1 Block 1 West Windward 1 23.6 29.1 Block 1 East Leeward 1 23.6 29.1 Block 1 East Leeward 1 23.6 29.1 Block 1 East Leeward 1 23.6 29.1 Block 1 West Leeward 1 23.6 29.1 Block 1 West Leeward 1 23.6 29.1 Block 1 West Leeward 1 23.6 29.1 Block 1 East Windward 1 23.6 29.1 Block 1 East Windward 1 23.6 29.1 Block 1 East Windward 1 23.6 29.1 Block 1 South Windward 1 23.6 29.1 Block 1 South Windward 1 23.6 29.1 Block 1 South Windward 1 23.6 29.1 Block 1 South Windward 1 23.6 29.1 Block 1 North Leeward 1 23.6 29.1 Block 1 North Leeward 1 23.6 29.1 Block 1 South Leeward 1 23.6 29.1 Block 1 South Leeward 1 23.6 29.1 Block 1 South Leeward 1 23.6 29.1 Block 1 South Leeward 1 23.6 29.1 Block 1 North Windward 1 23.6 29.1 Block 1 North Windward 1 23.6 29.1 DEAD LOADS {for hold-down calculations Shear Line Level Profile Tributary Location [ft] Width ft] Start End Mag [Ihs,psf,psi] Start End A 2 Line -41.50--28.75 108.0 F 2 Line -22.50 -0.25 108.0 1 2 Line -7.25 18.75 108.0 6 2 Line 0.00 47.00 108.0 A 1 Line -41.50 -28.75 108.0 F 1 Line -22.50 -0.25 108.0 1 1 Line -7.25 18.75 108.0 6 1 Line 0.00 47.00 108.0 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 BUILDING MASSES Level 2 Force Building Block Wall Profile location [ft] Dir Element Line Start End E--W Roof Block 1 1 Line -15.25 21.00 E-W Roof Block 1 6 Line -15.25 21.00 E-W Roof Block 2 Line 19.00 49.25 E-W Roof Block 2 6 Line 19.00 49.25 N-5 Roof Block 1 A Line -47.00 1.75 N-S Roof Block 1 Line -47.00 1.75 N-S Roof Block 2 Line -24.25 1.75 N-S Roof Block 2 Line -24.25 1.75 N-S L Gable Block 1 A Line -45.00 -22.62 N--S R Gable Block 1 A Line -22.62 -0.25 N-S R Gable Block 1 Line -45.00 -22.62 N-S L Gable Block 1 Line -22.62 -0.25 N-S R Gable Block 2 Line -22.25 -11.25 N-S L Gable Block 2 Line -11.25 -0.25 Both Wall 1-1 n/a 1 Line -7.25 18.75 Both Wall 2-1 n/a 2 Line -13.25 -7.25 Both Wall 3-1 n/a 3 Line -13.25 -4.00 Both Wall 4--1 n/a 4 Line 18.75 47.00 Both Wall 5-1 n/a 5 Line -4.00 0.00 Both Wall 6-1 n/a 6 Line 0.00 47.00 Both Wall A-1 n/a A Line -41.50 -28.75 Both Wall B-1 n/a B Line -45.00 -41.50 Both Wall C-1 n/a C Line -28.75 -13.75 Both Wall D-1 n/a D Line -13.75 -0.25 Both Wall E-1 n/a E Line -45.00 -22.50 Both Wall F-1 n/a F Line -22.50 -0.25 Level 1 Force Building Block Wall Profile Location [ft] Dir Element Line Start End Both Wall 1-1 n/a 1 Line -7.25 le.75 E-W Floor F2 n/a 1 Line -7.25 -4.00 E-W Floor F3 n/a 1 Line -4.00 0.00 E-W Floor F4 n/a 1 Line 0.00 18.75 Both Wall 2-1 n/a 2 Line -13.25 -7.25 E-W Floor F1 n/a % Line -13.25 -7.25 E-W Floor F1 n/a Line -13.25 -7.25 Both Wall 3-1 n/a Line -13.25 -4.00 E-W Floor F2 n/a Line -7.25 -4.00 E-W Floor F5 n/a Line 18.75 47.00 Both Wall 4-1 n/a Line 18.75 47.00 Both Wall 5-1 n/a t Line -4.00 0.00 E-W Floor F3 n/a Line -4.00 0.00 Both Wall 6-1 n/a 6 Line 0.00 47.00 E-W Floor F4 n/a 6 Line 0.00 16.75 E-W Floor F5 n/a 6 Line 18.75 47.00 N-S Floor F2 n/a A Line -41.50 -28.75 Both Wall A-1 n/a A Line -41.50 -28.75 N-S Floor F1 n/a B Line -45.00 -41.50 Both Wall B-1 n/a B Line -45.00 -41.50 Both Wall C--1 n/a C Line -28.75 -13.75 N-S Floor F3 n/a C Line -28.75 -22.50 N-S Floor F4 n/a C Line -22.50 -13.75 Magnitude [Ibs,plf,psf] tart End 292.5 292.5 292.5 292.5 156.0 156.0 156.0 156.0 217.5 217.5 217.5 217.5 169.5 169.5 193.5 193.5 155.0 0.0 0.0 155.0 155.0 0.0 0.0 155.0 76.2 0.0 0.0 76.2 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 54.0 Magnitude [lbs,plf,psf] ;tart End 54.0 54.0 121.9 121.9 234.4 234.4 335.6 335.6 54.0 54.0 95.6 95.6 95.6 95.6 54.0 54.0 121.9 121.9 166.9 166.9 54.0 54.0 54.0 54.0 234.4 234.4 54.0 54.0 335.6 335.6 166.9 166.9 240.0 240.0 54.0 54.0 195.0 195.0 54.0 54.0 54.0 54.0 170.6 170.6 362.5 382.5 Width Width 10 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 BUILDING MASSES (continued) Both Wall D-1 n/a D Line -13.75 -0.25 54.0 54.0 N-S Floor F5 n/a D Line -13.75 --0.25 352.5 352.5 Both Wall E--1 n/a E Line -45.00 -22.50 54.0 54.0 N--S Floor F1 n/a E Line -45.00 -41.50 195.0 195.0 N-S Floor F2 n/a E Line -41.50 --28.75 240.0 240.0 N-S Floor F3 n/a E Line -28.75 -22.50 170.6 170.6 Both Wall F-1 n/a F Line -22.50 -0.25 54.0 54.0 N-S Floor F4 n/a F Line -22.50 -13.75 382.5 382.5 N-S Floor F5 n/a F Line -13.75 -0.25 352.5 352.5 Both Wall 1-1 n/a 1 Line -7.25 18.75 54.0 54.0 Both Wall 2-1 n/a 2 Line --13.25 -7.25 54.0 54.0 Both Wall 3-1 n/a 3 Line -13.25 -4.00 54.0 54.0 Both Wall 4-1 n/a 4 Line 16.75 47.00 54.0 54.0 Both Wall 5-1 n/a 5 Line -4.00 0.00 54.0 54.0 Both Wall 6-1 n/a 6 Line 0.00 47.00 54.0 54.0 Both Wall A-1 n/a A Line -41.50 -28,75 54.0 54.0 Both Wall B-1 n/a B Line -45.00 -41.50 54.0 54.0 Both Wall C-1 n/a C Line -28.75 -13.75 54.0 54.0 Both Wall D-1 n/a D Line -13.75 --0.25 54.0 54.0 Both Wall E-1 n/a E Line -45.00 -22.50 54.0 54.0 Both Wall 7-1 n/a F Line -22.50 -0.25 54.0 54.0 Legend., Force Dir - Direction in which the mass is used for seismic load generation, L-w, fv-s, or born Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 11 Woodworks® Shearwalls 21169 Mahar Laterat.wsw Oct. 18, 2021 11:39:20 SEISMIC LOADS Level 2 Force Profile Location [ft] Mag [lbs,plf,psf] Dir Start End Start End E-W Line -15.25 -13.25 95.3 95.3 E-W Point -13.25 -13.25 677 677 E-W Line -13.25 -7.25 112.9 112.9 E-W Point -7.25 -7.25 31 31 E-W Line -7.25 -4.00 112.9 112.9 E-W Point -4.00 -4.00 132 132 E-W Line -4.00 0.00 112.9 112.9 E-W Point 0.00 0.00 119 119 E-W Line 0.00 18.75 112.9 112.9 E-W Point 18.75 18.75 198 198 E-W Line 18,75 19.00 112.9 112.9 E-W Point 19.00 19.00 565 565 E-W Line 19.00 21.00 163.7 163.7 E-W Line 21,00 47.00 68.4 68.4 E-W Point 47.00 47.00 196 196 E-W Line 47.00 49.25 50.8 50.8 E-W Point 47.25 47.25 137 137 N-S Line -47.00 -45.00 70.9 70.9 N-S Point -45.00 -45.00 229 229 N-S Line -45.00 -41.50 88.5 96.4 N-S Point -41.50 -41.50 53 53 N-S Line -41.50 -28.75 96.4 125.1 N-S Point -28.75 -28.75 81 81 N-S Line -28.75 -24.25 125.1 135.3 N-S Line -24.25 -22.62 194.4 198.1 N--S Line -22.62 -22.50 198.1 197.8 N-S Point -22.50 -22.50 249 249 N-S Line -22.50 -22.25 197.8 197.3 N-S Line -22.25 -13.75 197.3 187.7 N-S Point -13.75 -13.75 35 35 N-S Line -13.75 -11.25 187.7 184.8 N-S Line -11.25 -0.25 164.8 147.6 N-S Point -0.25 -0.25 413 413 N-S Line -0.25 1.75 130.0 130.0 Level 1 Force Profile Location [ft] Mag [lbs,pif,psf] Dir Start End Start End E-W Point -13.25 -13.25 115 115 E-W Line -13.25 -7.25 34.0 34.0 E-W Point -7.25 -7.25 32 32 E-W Line -7.25 -4.00 38.4 38.4 E-W Point -4.00 -4.00 135 135 E-W Line -4.00 0.00 57.2 57.2 E-W Point 0.00 0.00 122 122 E-W Line 0.00 18.75 74.1 74.1 E-W Point 18.75 18.75 203 203 E-W Line 18.75 47.00 45.9 45.9 E-W Point 47.00 47.00 201 201 N-S Point -45.00 -45.00 235 235 N-S Line -45.00 -41.50 50.6 50.6 N-S Point -41.50 -41.50 54 54 N-S Line -41.50 -28.75 58.1 58.1 N-S Point -28.75 -28.75 83 83 N-S Line -28.75 -22.50 46.6 46.6 N-S Point -22.50 -22.50 255 255 N-S Line --22.50 -13.75 82.0 82.0 N-S Point -13.75 -13.75 36 36 N-S Line -13.75 -0.25 76.9 76.9 N-S Point -0.25 -0.25 424 424 Legend Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy 12 WoodWorks® Shearwalls factor to seismic loads before distributing them to the sheariines. 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 13 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity, Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC.2.2 (wind) or 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 14 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads CI-IFAR RFRIII TR N-S W For ASD Shear Force ]plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmaxlvft V [lbs] Int Ext Int Ext Co C Cmb V lbs Ratio Line 1 Level 2 Ln1, Lev2 2 S->N 115.1 - 2992 - 1.0 - 434 - 434 11284 0.27 2 N->5 117.1 - 3045 - 1.0 - 434 - 434 11284 0.27 Level 1 Lnl, Levl 2 S->N 207.5 - 5395 - 1.0 - 434 - 434 11284 0.48 2 N->S 209.5 - 5447 - 1.0 - 434 - 434 11284 0.48 Line 6 Level 2 Ln6, Lev2 2 S->N 66.6 - 3131 1.0 - 434 - 434 20396 0.15 2 N->S 70.0 - 3291 - 1-0 - 434 - 434 20398 0.16 Level 1 Ln6, Levl 2 S->N 117.7 - 5533 - 1-0 - 434 - 434 20398 0.27 2 N->5 121.1 - 5694 - 1.0 - 434 - 434 20398 0.28 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmaxlvft V [lbs] Int Ext Int Ext Co C Cmb V [lbs] Ratio Line A Level LnA, Lev2 1 Both 362.9 - 4627 - 1.0 - 644 -- 644 8211 0.56 Level i LnA, Lev1 1" Both 599.9 - 7649 - 1.0 - 644 - 644 8211 0.93 Line F Level 2 LnF, Lev2 2 Both 171.4 - 3813 - 1.0 - 434 - 434 9657 0.39 Level 1 LnF, Levl 2^ Both 307.2 - 6835 - 1.0 - 434 - 434 9657 0.71 Legend W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "I" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full -height sheathing (FHS) vmaxlvft - Perforated walls: Collector and in -plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force -transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment AsplCub -For wall: Unblocked structural woad panel factor Cub from SDPWS 4.3.3.2. For segment or force -transfer pier: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of inferior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated wails from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.2-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = vlCmb = design shear forcelunit shear capacity. "S" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 15 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 HOLD-DOWN DESIGN (flexible wind design) Level 1 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Ibs Resp._ Line 'l 1-1 L End -45.00 -7.12 1 2932 1685 1247 HDU5-SDS2, 5645 0.22 1-1 R End -45.00 18.63 1 2968 1685 1283 HDU5-SDS2. 5645 0.23 Line 6 6-1 L End -0.25 0.12 1 1668 3046 6-1 R End -0.23 46.68 1 1730 3046 Line A A-1 L End -41.37 -13.25 1 11134 826 10308 HHDQ11-SDS ^11810 0.87 A-1 R End -28.87 -13.25 1 11134 826 10308 HHDQ11-SDS ^11810 0.87 Line F F-1 L End -22.37 47.00 1 4356 1442 2914 HDU5--SDS2. 5645 0.52 F-1 R End -0.37 47.00 1 4356 1442 2914 HDU5-SDS2. 5645 0.52 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Ibs Resp. Line 1 1-1 L End -45.00 -7.12 1046 842 203 CMSTC16 4500 0.05 1-1 R End -45.00 18.63 1064 842 222 CMSTC16 4500 0.05 Line 6 6-1 L End -0.25 0.12 1 603 1523 6-1 R End -0.25 46.88 634 1523 Line A A-1 L End -41.37 -13.25 5627 413 5214 CMST12 - 1 9215 0.57 A-1 R End -28.87 -13.25 1 5627 413 5214 CMST12 - 1 9215 0.57 Line F F-1 L End -22.37 47.00 1 1560 721 839 CMSTC16 4500 0.19 F-1 R End -0.37 47.00 _ 1560 721 839 CMSTCI6 4500 0.19 Legena: Line -Wall, At wall or opening - Shearline and wall number At vertical element - Shearfine Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.2.1 Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27,3-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.3-1 ASCE 7 Minimum loads (27.1.5 / 28.3.4) Hold-down Forces: Shear- Wind shear overtuming component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd - Sum of ASD-factored overturning, dead and uplift forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device 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 for the thickness of end studs selected, so additional jack studs or blocking required Refer to Shear Results table for factor Co, and shearline dimensions table for the sure of Li, used to calculate tension force T for perforated walls from SDPWS Eqn. 4.3-8. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. 16 Woodworks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 COLLECTOR FORCES {flexible wind Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner, Case A or B Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. +: tension; - : compression. Based on ASD-factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) Strap/Blocking Force — For force -transfer walls, force transferred from above and below opening to sheanwall pier. -> Due to shearline force in the west -to -east or south -to -north direction - Due to shearline force in the east -to -west or north -to -south direction 17 Woodworks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 MWFRS DEFLECTION (flexible wind design) These defiections are used to determine shearwall stiffness for force distribution Wall, W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl If ft ft sq.in in in Ibs in in in in Level 1 Line 1 1.-1 2 S->N Ext 207.5 26.00 9.00 16.5 .002 22.3 217 .019 .084 0.03 0.12 N->S Ext 209.5 26.00 9.00 16.5 .002 22.3 217 .019 .085 0.03 0.12 Line 6 -_ 2 S->N Ext 117.7 47.00 9.00 16.5 .001 22.3 217 .019 .048 0.01 0.06 N->S Ext 121.1 47.00 9.00 16.5 .001 22.3 217 .019 .049 0.01 0.06 Line A A-1 1 Both Ext 599.9 12.75 9.00 16.5 .010 30.0 215 .018 .180 0.12 0.32 Line F F-1 2 Both Ext 307.2 22.25 9.00 16.5 .003 22.3 217 .019 .124 0.05 0.18 Wall, W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips! Vn on Defl Deft Defl If ft ft s .in in in Ibs in in in in Level 2 Line 1 1-1 2 S->N Ext 115.1 26.00 9.00 16.5 .001 22.3 217 .019 .046 0.05 0.10 N->S Ext 117.1 26.00 9.00 16.5 .001 22.3 217 .019 .047 0.05 0.10 Line 6 6-1 2 S->N Ext 66.6 47.00 9.00 16.5 .000 22.3 217 .019 .027 0.01 0.03 N->S Ext 70.0 47.00 9.00 16.5 .000 22.3 217 .019 .028 0.01 0.04 Line A A-1 1 Both Ext 362.9 12.75 9.00 16.5 .006 30.0 215 .018 .109 0.14 0.26 Line F F-1 2 W->E Ext 171.4 22.25 9.00 16.5 .002 22.3 217 .019 .069 0.07 0.14 E->W Ext 171.4 22.25 9.00 16.5 .002 22.3 217 .019 .069 0.06 0.13 Legerra: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Sheariine 8 W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir- Force direction Srf-- Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v- ASD shear force per unit distance on wall segment. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.32.1. For force -transfer walls, unit shear force in pier beside opening(s) is used. b - Segmented wall or force -transfer wall segments, Width of wall segment between openings. Perforated wall. Sum of FHS segments, modified as per SDPWS 4.3.2.1. Force -transfer walla Length of wall including openings. h Wall height. For force -transfer piers, distance from bottom of opening to top of wall is shown; for end segments, results using that distance and the wall height are averaged, as perAPA T555. Defl - Horizontal shearwall deflection due to given term: Bending = 8vhA3 / EAb Cub; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga Cub. Ga - vw l (vw/ Gt + 0.75 en), from SDPWS Ex. C4.3.2-1; vw - ASD sheathing capacity; Gt- Shear stiffness from C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from table C4.2.2D; Vn - Shear force per nail along panel edge using vw Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da. For force -transfer walls, hold-down device at end of wall is applied to all segments, as per APA T555. Cub - Unblocked factor from 4.3.2.2, shown in the Shear Results table. Total defl = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1. For force -transfer walls, the average of the values for the segments, as per APA T555. 18 WoodWorks@ Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design) Tk_lnnnmcmo o ,4 fr rinfornrinc rtnf1a nn fnr fnrna rlicfrihnfinn Wall, Hold- Uplift Elong I Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl Ibs in in in Ibs in in in in in Level 1 Line 1 S->N HDU5-SDS 1247 .025 .000 0.025 - - .022 0.04 0.09 0.03 N->S HDU5-SDS 1283 .026 .000 0.026 - - .022 0.04 0.09 0.03 Line 6 -1 S->N HDU5-SDS -1378 .000 .000 0.000 - - .000 0.04 0.04 0.01 N->S H➢U5-SDS -1316 .000 .000 0.000 - - .000 0.04 0.04 0.01 Line A A-1 Both HHDQ11-S 10308 .114 .000 0.114 - - .022 0.04 0.18 0.12 Line F F-1 Bcth HDU5-SDS 2914 .059 .000 0.059 - - .022 0.04 0.12 1 0.05 Wall, Hold- Uplift Elong I Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl lbs in in in Ibs in in in in in Level 2 Line 1 1-1 S->N CMSTC16 203 .011 .000 0.011 4 .000* .094 0.04 0.13 0.05 N->S CMSTC16 222 .006 .000 0.006 4 .000* .094 0.04 0.14 0.05 Line 6 6-1 S->N CMSTC16 -920 .000 .000 0.000 0 .000 .000 0.04 0.04 0.01 N->S CMSTCI6 -689 .000 .000 0.000 0 .000* .000 0.0� 0.04 0.01 Line A A-1 Both CMST12 5214 .071 .000 0.071 - - .094 0.04, 0.21 0.14 Line F F-1 W->E CMSTCI6 839 .047 .000 0.047 14 .000* .094 0.04 0.18 0.07 E->W CMSTC16 839 .023 .000 0,023 14 .000* .094 0.04 0.16 0.06 Legend: Wall, segment- Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) Accumulated ASD hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4. 3-8 is used for overturning da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max ASD elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less farce due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross -sectional area; Es = steel modulus = 29000000 psi; L=Lb -Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = ASD uplift force P / number of fasteners Bolts: = Pf/ (270,000 D11.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (13% fabrication -- 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl- Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h, b values in Deflection table. For end segments from force -transfer walls, h is the average of the distance from bottom of opening to top of wall and the wall height. WARNING - At least some hold-downs do not have displacement values for the thickness of end studs selected, so additional jack studs or blocking required. *WARNING - Load per fastener exceeds maximum allowable from SDPWS Table C4.2.2D. The slippage override value in from the Hold-down settings has been used in place of the calculated slippage. 19 WoodWorks® Shearwalls 21169 Mahar Latera[.wsw Oct. 18, 2021 11:39:20 Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE North -South Sheathing [psf] Fastener Withdrawal jibs] Service Cond Shearlines Force Cap Force] Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Tern Moist 1 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 3 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 4 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 5 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 6 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0,16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal [lbs] Service Cond Shearlines Force Cap Force/ Force Cap ForcelCap Factors Line Lev Grp Cap End Int End Int Tern Moist A 1 1 17.5 56.2 0.31 23.3 16.9 146.2 0.16 0.13 1.00 1.00 2 1 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 B 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 C 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 D 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 E 1 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 F 1 2 17.3 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 Legend: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.3-1 added to interior pressure using coefficients from Table 26.13-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.2.1, factored far ASD and load duration, and assuming continuous over 2 spans Fastoner Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 12.2-3 20 Woodworks® Shearwalls SFISMIC INFORMATION 21169 Mahar Laterat.wsw Oct. 18, 2021 11:39:20 Flexible Diaphragm Seismic Design Level Mass Area Ibs s .ft Story Shear [Ibs] E-W N-S Diaphragm Force [Ibs] E-W: Fpx Design N-S: Fpx Design 2 49760 1721.9 8106 8106 5675 5675 5675 5675 1 48509 1721.9 4053 4053 5462 5462 5462 5462 All 98269 - 12159 12159 - - - - Legend: Mass - Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Story Shear- Total unfactored (strength-ievel) shear farce induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm Force - Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per 12.10.1,1. Omega = 2.5 as per 12.2-1. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.80; Ev = 0.161 D unfactored; 0.113 D factored; total dead load factor: 0.6 - 0.113 = 0.487 tension, 1.0 + 0.113 = 1.113 compression. 21 WoodWorks@ Shearwalls SHEAR RESULTS (flexible seismic designl 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 NS W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmaxlvft V Ibs] Int Ext Int Ext Co C Cmb V lbs] Ratio Line 9 Leve 12 Ln1, Lev2 2 Both 95.9 - 2495 - 1.0 - 310 - 310 6060 0.31 Level 'I Ln1, Lev1 2 Both 145.3 - 3777 - 1.0 - 310 - 310 6060 0.47 Line 6 Level 2 Ln6, Lev2 2 Both 67.7 - 3180 - 1.0 - 310 - 310 14570 0.22 Level 9 Ln6, Levl 2 Both 100.7 - 4735 - 1.0 - 31C - 310 14570 0.32 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmaxlvft V [Ibs] Int Ext Int Ext Co C Cmb V [lbs] Ratio Line A Level 2 LnA, Lev2 1 both 255.4 - 3257 - 1.0 - 460 - 460 5865 0.56 Level 1 LnA, Lev1 1 Both 371.2 - 4733 - 1.0 - 460 - 460 5865 0.81 Line F Level 2 LnF, Lev2 2 Both 108.7 - 241E - 1.0 - 310 - 310 6898 0.35 Level 1 LnF, Levl 2 Both 169.8 - 3778 - 1.0 - 310 - 310 6898 0.35 uegena: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. °^"means that this wall is critical for all walls in the Standard Wall group. For Dir- Direction of seismic force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full -height sheathing (FHS) vmax/vft - Perforated walls: Collector and in -plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force -transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force -transfer pier: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment. Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. WoodWorks@ Shearwalls urm n-nnwN nFCIl2N (flarihla aaiamir_ rlacinnl 21169 Mahar Lateralmsw Oct, 18, 2021 11:39:20 Level 1 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down lbs Resp. Line 1 1-1 L End -45.00 -7.12 2192 1685 316 823 HDU3-SDS2. 5645 0.15 1-1 R End -45.00 18.63 2192 1685 316 823 HDU5-SDS2. 5645 0.15 Line 6 6-1 L End -0.25 0.12 1524 3046 6-1 R End --0.25 46.88 1524 3046 Line A A-1 L End -41.37 -13.25 7368 826 155 6697 HHDQ11-SDS ^11610 0.57 A-1 R End -28.87 --13.25 7368 826 155 6697 HHDQ11-SDS ^11810 0.57 Line F F-1 L End -22.37 47.00 2535 1442 271 1363 HDU5-SDS2. 5645 0.24 F-1 R End -0.37 47_00 2535 1442 271 1363 HDu5-SDS2. 5645 0.24 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [Ibs] Resp. Line 9 1-1 L End -43.00 -7.12 872 842 158 188 CMSTC16 4500 0.04 1-1 R End -45.00 18.63 872 842 158 188 CMSTC16 4500 0.04 Line 6 6-1 L End -0.25 0.12 612 1523 6-1 R End -0,25 46.88 612 1523 Line A A-1 L End -41.37 -13.25 3960 413 76 3625 CMST12 - 1 9215 0.39 A-1 R End -28.87 -13.25 3960 413 78 3625 CMST12 - 1 9215 0.39 Line F F-1 L End -22.37 47.00 989 721 135 403 CMSTC16 4500 0.09 F-1 R End -0.37 47.00 989 721 135 403 CMSTC16 4500 0.09 Legend: Line -wall., At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall and L or R Op n - At left or right side of opening n t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.2.1 Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored forASD by 0.7. Far perforated walls, T from SDPWS 4.3-8 is used Dead - Dead load resisting component, factored for ASD by 0.60 Ev- Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.188 x factored D. Refer to Seismic Information table for more details. Cmb d - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD forcelAllowable ASD tension load Notes: "WARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack studs or blocking required Combined force from ASCE 7 2.4.1 load combination 10 = - (0.6D - 0.7Ev + 0.7Eh); Eh (from 92.4.2.1) = - shear overturning force Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS Eqn. 4.3-8. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. 23 Woodworks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 COLLECTOR FORCES (flexible seismic design) Legend. Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression. Based on ASD-factored shearline force shown. For SDC C-F, it is the greater of the design shearline force and the diaphragm force Fpx, added to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength (omega) as per 12.10.1.1. Refer to Seismic Information table for diaphragm forces and omega factor. For SDC D-F, if horizontal torsional irregularities 2, 3, or 4 are input, or vertical irregularity 4 detected or input 25% increase from 12.3.3.4 applied. For perforated walls, this force is converted to vmax using 4.3.6.4.1.1. StraplBlocking Force — For force -transfer walls, force transferred from above and below opening to shearwall pier. - Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 24 WoodWorks@ Shearwall5 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 ncCl cf"TInAi lila...Lrin c im i. ri-inn! Wall, W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips! Vn on Defl i]efl Defl If ft ft sq.in in in Ibs in in in in Level 9 - Line 1 1-1 2 Both Ext 207.5 26.00 9.00 16-5 .002 22.3 217 .019 .084 0.03 0.12 Line 6 6-1 2 Both Ext 143.9 47.00 9.00 16.5 .001 22.3 217 .019 .058 0.01 0.07 Line A A-1 1 Both Ext 530.3 12.75 9.00 16.5 .009 30.0 215 .016 .159 0.11 0.28 Line F F-1 2 Both Ext 242.6 22.25 9.00 16.5 .002 22.3 217 .019 .098 0.09 1 0.14 Wall, W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in Ibs in in in in Level 2 Line 9 1-1 2 S->N Ext 137.1 26.00 9.00 16.5 .001 22.3 217 .019 .055 0.05 0.11 N->S Ext 137.1 26.00 9.00 16.5 .001 22.3 217 .019 .055 0.05 0.10 Line 6 6-1 2 Both Ext 96.7 47.00 9.00 16.5 .000 22.3 217 .019 .039 0.01 0.05 Line A A-1 1 Both Ext 364.9 12.75 9.00 16.5 .006 30.0 215 .018 .110 0.13 0.25 Line F F-1 2 W->E Ext 155.2 22.25 9.00 16.5 .002 22.3 217 .019 .063 0.06 0.13 E->W Ext 155.2 22.25 9.00 16.5 .002 22.3 217 .019 .063 j 0.06 0.12 Legend. Wall, segment- Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf- Walt surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit distance on wall segment = ASD force/0.70. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1, For force -transfer walls, unit shear force in pier beside opening(s) is used. b - Segmented wall or force -transfer wall segments: Width of wall segment between openings. Perforated wall: Sum of FHS segments, modified as per SDPWS 4.3.2.1. Force -transfer wall: Length of wall including openings. h - Wall height. For force -transfer piers, distance from bottom of opening to top of wall is shown; for end segments, results using that distance and the wall height are averaged, as per APA T555. Def! - Horizontal shearwall deflection due to given term: Bending = 8vhA3 / EAb Cub; A - Cross sectional area of segment end stud(s); E- stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga Cub. Ga - 1.4 vs / (1,4 vs / Gt + 0.75 en) from SDPWS Ex. C4.3.2-1; vs - ASD sheathing capacity; Gt - Shear stiffness from C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from table C4.2.2D; Vn - Shear force per nail along panel edge using 1.4 vs Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da. For force -transfer walls, hold-down device at end of wall is applied to all segments, as per APA T555. Cub - Unblocked factor from 4.3.2.2, shown in the Shear Results table. Total defl = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1. For force -transfer walls, the average of the values for the segments, as per APA T555. 25 WoodWorks@ Shearwalls 21169 Mahar Lateral.wsw Oct, 18, 2021 11:39:20 HOLD-DOWN DISPLACEMENT (flexible seismic desian) Wall, Hold- Uplift Elong 1 Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl Ibs in in in Ibs in in in in in Level 1 Line 1 1-1 Both HDU5-SDS 1056 .023 .000 0.023 - - .022 0104 0.09 0.03 Line 6 6--1 Both HDU5-SDS -1575 .000 .000 0.000 - - .000 0.04 0.04 0.01 Line A A-1 Both HHDQ11-S 9509 .095 .000 0.095 - - .022 0.04 0.16 0.11 Line F E-1 Both 1iDU5-3D3 1845 .038 .000 0,038 - - .022 0.04 0.10 0,04 Wall, Hold- Uplift Elong 1 Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl Ibs in in in ibs in in in in in Level 2 Line 1 -1 S->N CMSTCI6 208 .010 .000 0.010 4 .000* .094 0.04 0.14 0.05 N->S CMSTC16 208 .005 .000 0.005 4 .000* 094 0,04 0.14 0.05 Line 6 6-1 S->N CMSTC16 -1001 .000 .000 0.000 0 .000* .000 0.04 0.04 0.01 N->S CMSTC16 -1001 .000 .000 0.000 0 .000 .000 0.04 0.04 0.01 Line A A-1 Both CMST12 - 5149 .049 .000 0.049 - - .094 0.04 0.18 0.13 Line F F-1 W->E CMSTCI6 525 .022 .000 0.022 9 .000* .094 0.04 0.16 0.06 E->W CMSTC16 525 .011 .000 0.011 9 .000* .094 0.04 0.15 0.06 iegerra: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is used for overturning da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used, May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross -sectional area; Es = steel modulus = 29000000 psi; L=Lb -Lh; Lb = Total bolt length shown in Storey information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = ASD uplift force P / number of fasteners Bolts: = Pf/ (270,000 DA1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C42.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (13% fabrication - 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Def!- Horizontal deflection = h/h x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection fable. For end segments from force -transfer walls, h is the average of the distance from bottom of opening to top of wall and the wall height. WARNING - At least some hold-downs do not have displacement values for the thickness of end studs selected, so additional jack studs or blocking required. *WARMING - Load per fastener exceeds maximum allowable from SDPWS Table C4.2.2D. The slippage override value in from the Hold-down settings has been used in place of the calculated slippage. Woodworks®Shearwalls RTf1RY nRIFT fflaxihia spicmic desionl 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 Wall Actual Story Drift (in) Allowable Story Drift Level Dir height Max Line Max Center C of M C of M hsx Delta a Ratio ft dxe dx of Mass dxe dx ft in Max C of M 1 9.00 10.00 3.00 N<->S 0.12 1 0.46 24.53 0.09 0.35 0.15 0.12 E<->W 0.28 A 1.12 28.89 0.21 0.85 0.37 0.26 2 9.00 9.50 2.85 N<->S C.10 1 0.42 25.09 0.07 0.29 0.15 0.10 E<->W 0.25 A 0.98 25.67 0.19 0.77 0.34 0.27 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd I le Deflection amplification factor Cd from Table 12.2-1 = (E-W ), 4.0 (N-S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearline on level in this direction; refer to Deflections table Line - Shearline with largest deflection on level in this direction hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe - Deflection at the center of mass of this level, from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection. Delta a =Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable story drift experienced, on this level in this direction. 27 WoodWorks® Shearwalls 21169 Mahar Lateral.wsw Oct. 18, 2021 11:39:20 28