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REVIEWED RESUB 2-Structural Calculations+2.17.2022REVIEWED BY CITY OF EDMONDS APPROVED PLANS MUST BE RESUB Feb 18 2022 CITY OF EDMONDS DEVELOPMENT SERVICES ON JOB SITE DEPARTMENT STRUCTURAL ANALYSIS SHEAR / SEISMIC And Beams PORCH CANOPY February 17, 2022 PERCO Job #22-018 Owner/Developer: Randy Rue 20208 87th Ave W Edmonds, WA 98026 Ph: (206) 245-0967 randyrue!a gmail.com Prepared by Perco Engineering, PC 9920 — 271 st St NW Stanwood, WA 98292 Ph: (360) 629-6710 }�ercoen�ineerina�agniai3.com 24' rafters are 2x10 on 2' centers .__ , beam is support by 3 "Skyiift" pc secured to the t plate of the hou engineering der, included patio cover beams are sandwiched 2x12s with a 1/2" plywood spacer. Engineering calculations are uploaded separately patio cover posts are supported by existing deck beam 4x10 with 4x6 posts on 6'centers, photos included purlins i 2x4 on centers Project: Patio Cover Added to existing Deck Version: 4.1 Page 1: Top View Randall Rue & Kara Kahier 20208 87th Ave W Edmonds WA 98026 randyrue@gmail.com 206 245 0967 NORTH 2x10 blocking between rafters at center and ends i i i iTotal size is —18' x 24' = 400 sq ft t ,Arl lumber is pressure treated hem/fir 'Posts are secured to cover beams and deck beams with Simpson iStrong-Tie "AC' post caps. {Rafters are secured to beams with lSimpson Strong -Tie "111" hurricane !ties. End rafters are secured with i"H2.5A" hurricane ties and 3x7 "TP" (tie plates. +Roofing is 31ga corrugated galvanized steel attached to purlins with 1.5" washered/self-sealing screws on 8" centers Project: Patio Cove Version: 4.1 Page 2: Front View Randall Rue & Kara 20208 87th Ave W Edmonds WA 98021 randyrue@gmail,co 206 245 0967 patio cover posts are supported by existing deck beam 4x10 with 4x6 posts on 6' centers, photos included 00 w ,._ ... grade Project: Patic Version: 4.1 Page 3: Side' Randall Rue E 20208 87th A Edmonds WA randyrue@gn 206 245 OW pa, Ket'de L -�o hs e � - cz �� _ f lam,{ 44)1 c2, (iZ 5ba ZA i�il AV Iq ,or CDP I - 67 1 7;5 ----------- 0. 14U Z Z .2— e L lh 2-al o c4vat ❑ WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Canopy.wsw WoodWorks@ Shearwalls 2019 (Update 3) Feb. 12, 2022 18:06:47 All shearwalls, Design group 1: Exterior surface: 15/32" Structural sheathing w/ 8d nails @ 6/12" Shear capacity: 364.0 plf Frame: D.Fir-L @ 16", blocked Critical Segment: 1-1,2: Design shear force: 158.3 plf Combined capacity: 364.0 plf Elevation View Shearline 1, at X = 0 ft, Level 1. Flexible Diaphragm Wind Design. t✓c) 178 148-4 . 40.00 25' 158.3 IF, 927 1927 A.R. - Aspect ratio; Adj - Adjustment 20' T �� 10, 7 y 1 2 �� -; Co w'/f� r�' � ✓ t � Ll A .40.00 �-- des� "� P �( ywci 0.25' 0' Factored Forces Vertical Horizontal Holddown force (Ibs) --► Vs - Shearline force (Ibs) Compression force (Ibs) -- Vs / diaphragm length (plf) S - Shear overturning (Ibs) -- V / full height sheathing (pig U -Wind uplift (Ibs) 0—► Drag strut force (Ibs) D - Dead (Ibs) = Strap/blocking force (Ibs) Factors: S,U = 0 6, D = 0.6 (tens); 1.0 (comp) Combined: S- D+ U (tens); S+ D- U (comp) Unfactored Loads JJJ Dead { f Wind uplift South 10, 20' North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Canopy.wsw Woodworks@ Shearwalls 2019 (Update 3) Feb. 12, 2022 10:09:23 20' Elevation View Shearline B, at Y = 18 ft, Level 1. Flexible Diaphragm Wind Design. 6C�Jv1 `) A.R. - Aspect ratio; Adj - Adjustment All shearwalls, Design group 2: Exterior surface: 15/32" Structural sheathing w/ 8d nails @ 6/12" Shear capacity: 364.0 plf Frame: D.Fir-L @ 16", blocked Critical Segment: B-1,1: Design shear force: 49.2 plf Combined capacity: 364.0 plf 0' 10, Factored Forces Vertical Horizontal C Holddown force (Ibs) —► Vs - Shearline force (Ibs) Compression force (Ibs) Vs / diaphragm length (plf) S - Shear overturning (Ibs) V / full height sheathing (plf) U -Wind uplift (Ibs) 0—► Drag strut force (Ibs) D - Dead (Ibs) = Strap/blocking force (Ibs) Factors: S,U = 0.6, D = 0.6 (tens); 1.0 (comp) Combined: S - D + U (tens); S + D - U'(comp) Unfactored Loads JJJ Dead } } Wind uplift 20' 10, d West East F� WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Canopy.wsw Level 1 of 1 WoodWorks® Shearwalls 2019 (Update 3) -5' -2.5' 0' 2.5' 5' 7:5' 10, 12.5' 15' 17.5' 20' 22.5' Factored shearline force (Ibs) L11J Unfactored applied shear load (plf) Factored holddown force (Ibs) 0- (9) Unfactored dead load (plf,lbs) • C Compression force exists Q Unfactored uplift wind load (plf,lbs) vertical element required Applied point load or discontinuous shearline force (Ibs) Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Feb. 12,2022 10:09:23 22.5' 20' C, 17.5' I 15, l � 12.5' r v 10, l 7.5' c 5' 2.5' 25' 27.5' 30' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) Canopy.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project Perco Engineering, PC Rue Deck Cover 9920-271st St NW Stanwood, WA 98292 (360) 629-6710 DESIGN SETTINGS Feb. 12, 2022 16:32:49 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 �_ =.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) Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked i.J Ignore non -wood -panel shear resistance contribution... Forces based on... Wind Seismic Hold-downs Applied loads Neer Never Drag struts Applied loads Shearwall relative rigidity: wall capacity Perforated shearwall Co factor: SDPWS 'table 4.3.3.5 Non -identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: No deflection analysis Drift limit for wind design: 1 / 500 story height Force -transfer strap: Discontinuous, at top and bottom of each opening SITE INFORMATION Wind Seismic ASCE 7-16 Directional (All heights) ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 85 mph Risk Category Category II - All others Serviceability Wind Speed 110 mph Structure Type Regular Exposure Exposure B Building System Bearing Wall Enclosure Partially enclosed Design Category D Min Wind Loads: Walls 16 psf Site Class D Roofs 8 psf Spectral S1: ' . 1g Response Acceleration Ss: 0.850g Topographic Information [ft] Shape Height Length Fundamental Period E-W N-S - - - T Used 0.128s 0.128s Site Location: - Approximate Ta Maximum T 0.128s 0.179s 0.128s 0. 179s Elev: Oft Rigid building - Static analysis Response Factor 6.50 6.50 Case 2 E-W loads N-S loads Fa: - - - Fv: 1. 86 Eccentricity (%) 15 Loaded at 750 Edmonds MCE Parameters - Conterminous 48 States Zip Code - 98026 Central Latitude = 47.839809 Central Longitude =-122.329829 MCE MAP VALUES Short Period Map Value - Ss = 127.3% g 1.0 sec Period Map Value - S1 = 44.1 % g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 127.3% g Soil Factor for Site Class D - Fa = 1.00 Residential Site Value = 2/3 x Fa x Ss = 84.8% g Residential Seismic Design Category = D2 WoodWorks® Shearwalls Canopy.wsw Feb. 12, 2022 16:32:49 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev ftDepth in Height ft Ceiling 10.83 10.0 Level 0.00 0.0 10.00 Foundation 0.00 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Elk Notes in in Ibs/in in in 1 Ext Struct Sh OSB 32/16 Vert 83500 -?- Nail N -?— ? 2 Ext Struct Sh OSB 32/16 15/32 Vert 83500 8d 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/n, of depth from SDPWS Tables C4.2.2A-8 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), 1-1/2" (lath & plaster, 1/2" 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 2-3/8"; 6/8d = 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 GW8 nail Df - Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg - Panel edge fastener spacing Fd - Field spacing interior to panels Bk - 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 ? - Design for unknown parameter not performed for reasons given in notes below. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in pSiA6 1 D.Fir-L Stud 1.50 5.50 ? 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Legena: 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. NA WoodWorks® Shearwalls Canopy.wsw Feb. 12, 2022 16:32:49 SHEARLINE, WALL and OPENING DIMENSIONS North -south Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group X ft Start End IN ft Ratio IN Line 1 Level 1 Line 1 0.00 6.00 18.00 12.00 0.00 - 10.00 Wall 1-1 NSW 0.00 6.00 18.00 12.00 0.00 - - Segment 1 - - 6.00 6.25 0.25 - 40.00 - Opening 1 - - 6.25 17.75 11.50 - - 9.00 Segment 2 - - 17.75 18.00 0.25 - 40.00 - Line 2 Level 1 Line 2 24.00 6.00 18.00 12.00 0.00 - 10.00 Wall 2-1 NSW 24.00 6.00 18.00 12.00 0.00 - - Segment 1 - - 6.00 6.25 0.25 - 40.00 - Opening 1 - - 6.25 17.75 11.50 - - 9.00 Segment 2 - - 17.75 18.00 0.25 - 40.00 - East -west Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group Y ft Start End IN ft Ratio ft Line A Level 1 Line A 1 6.00 0.00 24.00 24.00 0.00 - 10.00 Wall A-1 Seg 1 6.00 0.00 24.00 24.00 0.00 - - Segment 1 - - 0.00 0.50 0.50 - 20.00 - Opening 1 - - 0.50 23.75 23.25 - - 9.00 Segment 2 - - 23.75 24.00 0.25 - 40.00 - Line B Level 1 Line B 2 18.00 0.00 24.00 24.00 16.00 - 10.00 Wall B-1 Seg 2 18.00 0.00 24.00 24.00 16.00 - - Segment 1 - - 0.00 16.00 16.00 - 0.63 - Opening 1 - - 16.00 22.00 6.00 - - 7.00 Segment 2 - - 22.00 24.00 2.00 - 5.00 - Legend: Type - Seg = segmented, Pit = perforated, FT = force -transfer, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - 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. WoodWorks® Shearwalls Canopy.wsw Feb. 12, 2022 16:32:49 Loads EAD LOADS (for hold-down calculations) Shear Level Profile Tributary Location [ft] Mag [Ibs,psf,psi] Line Width [ft] Start End Start End A i Line 0.00 24.00 y .,J B 1 Line 0.00 24.00 31.0 4 WoodWorks® Shearwalls Canopy.wsw Feb. 12, 2022 16:32:49 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm / All shearwalls have sufficient design capacity. J HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass. WoodWorks® Shearwalls Canopy.wsw Feb. 12, 2022 16:32:49 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V Ibs Int Ext Int Ext Co C Cmb V Ibs Ratio E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V Ibs Int Ext Int Ext Co C Cmb V Ibs Ratio Line A Level 1 Wall A-1 1 Both - - 375 - 1.0 - 0 - - - - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 0 - - - - Seg. 2 - Both 0.0 0.0 375 - 1.0 - 0 - - - - Line B LnB, Levl - Both - - 788 - - - - - - 5824 - Wall B-1 2 Both - - 788 - 1.0 - 364 - - 5824 - Seg. 1 - Both 49.2 0.0 788 - 1.0 - 364 - 364 5824 0.14S Seg. 2 - Both 0.0 0.0 0 - 1.0 - 364 - 364 - - yam.... W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" 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) 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 adjustment from SDPWS 4.3.3.4.1 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 Table 4.3.3.5. 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. "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. " WARNING - Shearline has zero capacity because it does not contain allowable materials for the seismic design category. WoodWorks® Shearwalls Canopy.wsw Feb. 12, 2022 16:32:49 HOLD-DOWN DESIGN (flexible wind design) Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [Ibs] Shear Dead Uplift Cmb'd Hold-down Cap Ibs Crit Res . Line A A-1 L End 0.12 6.00 6 A-1 L Op 1 0.38 6.00 285 A-1 R Op 1 23.88 6.00 285 Line B B-1 L End 0.12 18.00 Min 500 149 351 Plate 4000 0.09 B-1 L Op 1 15.88 18.00 Min 500 205 296 Plate 4000 0.07 B-1 R Op 1 22.13 18.00 74 B-1 R End 23.88 18.00 19 Legena: 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 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 overturning component, based on shearline force, factored forASD 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: 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. WoodWorks® Shearwalls Canopy.wsw Feb. 12, 2022 16:32:49 1 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [Ibs] Diaphragm Force [Ibs] Ibs s .ft E-W N-S E-W: Fpx Design N-S: Fpx Design 1 8161 288.0 825 825 751 751 751 751 All 8161 - 825 825 - - - - 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 -level) shear force 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 for Seismic Design Category A as per ASCE 7 12.4.2.2. WoodWorks® Shearwalls Canopy.wsw Feb. 12, 2022 16:32:49 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V Ibs Int Ext Int Ext Co C Cmb V Ibs Ratio E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V Ibs Int Ext Int Ext Co C Cmb V Ibs Ratio Line A Level 1 Wall A-1 11 Both - - 337 - 1.0 - 0 - - - - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 0 - - - - Seg. 2 - Both 0.0 0.0 337 - 1.0 - 0 - - - - Line B LnB, Levl - Both - - 578 - - - - - - 4160 - Wall B-1 2^ Both - - 578 - 1.0 - 260 - - 4160 - Seg. 1 - Both 36.1 0.0 578 - 1.0 - 260 - 260 4160 0.14 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 260 - 260 - - Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" 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) 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 Asp/Cub — For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force -transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 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 Table 4.3.3.5. 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. ** WARNING - Shearline has zero capacity because it does not contain allowable materials for the seismic design category. Woodworks® Shearwans Canopy.wsw Feb.12, 2022 16:32:49 HOLD-DOWN DESIGN (flexible seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Tensile ASD Holddown Force [Ibs] Shear Dead Ev Cmb'd Hold-down Cap Ibs Crit Res . Line A A-1 L End 0.12 6.00 6 A-1 L Op 1 0.38 6.00 285 A-1 R Op 1 23.88 6.00 285 Line B B-1 L End 0.12 18.00 367 149 218 Plate 4000 0.05 B-1 L Op 1 15.88 18.00 367 205 162 Plate 4000 0.04 B-1 R Op 1 22.13 18.00 74 B-1 R End 23.88 18.00 19 Legend: Line -Walla 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 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 Hold-down Forces: Shear— Seismic shear overturning component, factored forASD by 0.7. For 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 = 0.000 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 force/Allowable ASD tension load Notes: Combined force from ASCE 7 2.4.1 load combination 10 = - (0.6D - 0.7Ev + 0.7Eh); Eh (from 12.4.2.1) _ - 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. 10 SkyLift Riser Engineering Express@ ( TER-20-21957 SECTION 2: ALLOWABLE CAPACITIES e TABLE 1: ALLOWABLE LOAD CAPACTTIFs (Gvnnn SCI IRqTRATF (TNf)T\/Tfll IL\I 1 TYPE MODEL DIMENSIONS SUBSTRATE UPLIFT DOWN F1 F2 W H Cd=1.0 Cd=1.6 Cd=1.0 Cd=1.6 STANDARD SK18-B3.5 3.5 in 18.0 in WOOD 74316s` 2500lbs 1731bs G1761bT 581bs 921bs SK24-63.5 3.5 in 24.0in WOOD Ibs 2500lbs 1301bs 2081bs 43lbs SK18-HD3.5 3.5 in 18.Oin WOOD 1483lbs 2500lbs 35111bs 480lbs 1541b „' Ibs SK18-HD411 4.0in 18.0 in WOOD 14831bs 2500lbs 3511bs 480lbs 1 7451bs HEAVYDUTY SK18-HD5.5 5.5 in 18.0 in WOOD 1483lbs 2500lbs 351lbs 480lbs "z. 246lbs SK18-HD611 6.0in 18.0 in WOOD 1483lbs 2500lbs 351lbs 4801bs, ; ;- "';: 246lbs SK24-HD3.5 3.5 in 24.0 in WOOD 14831bs 2500lbs 263lbs 360 t ;< 115 "484Ibs SK24-HD411 4.0in 24.0 in WOOD 14831bs 2500lbs 2631bs 3di" 1151bs' ,.:(bs SK24-HD5.5 5.5 in 24.0 in WOOD 14831bs 2500lbs 2631bs 3661bs 1151bs SK24-HD6R 6.0in 24.0 in WOOD 14831bs 2500lbs 263ibs 360lbs 1151bs 184( DESIGNER SK-DR3.5 3.5 in 12.0in WOOD 1055lbs 2500lbs S27,,ft 720lbs I 231lbs 369lbs " SK-DR4 4.0in 12.Oin WOOD 1055lbs 2500lbs " _ems 7201bs 2311bs 3691bs SK-DR5.5 5.5 in 12.0in WOOD 10551bs 2500 lbg,,- 7lbs 7201bs 231lbs 3691bs SK-DR6 1 6.0in 12.0in WOOD 1055lbs 2500ftx.'527lbs 7201bs ;, 231lbs 3691bs TABLE 2: ALLOWABLE LOAD CAPACITIES CONCRETE SU TYPE MODEL DIMENSIONS H SUBSTRATE UPLIFT DOWN INDIVIDUAL): 1 1 F2 STANDARD SK18-13 3.5 3.5 in 18.0 in CONCRETE 743 Ibs 2500Ib5 2281bs 761bs SK24-B 3.5 3.5 in 24.0 in CONCRETE 7431bs 25001bs- 1711bs 571bs SK18-HD 3.5 3.5 in 18.0 in CjDNCRE ; 14831bs 1 25001bs 3151bs 1381bs SK18-HD4R 4.0 in 18.0 in CONCRETE, ` , j 25001bs 31510s� ;, 1381bs SK18-HD 5.5 5.5 in 18.0 in CONCRETE 1483Ibs 250b5.. 3151bs 1381bs HEAVYDUTY SKIS -HD 6R 6.01n 18.0 in CONCRETE 148�_I ,;. 25W1bs ,.; 1 Ibs 1381bs SK24-HD 3.5 3.5 in 24.0 in CON 'i I4 ,,Jbs 25001bs 2361bs 1031bs SK24-HD4R 4.0,1,n. 24,0in CONCR "" 3lbs 25001bs 2361bs 1031bs SK24-HD5.5 Irt' `2 in CONCRETE ' 14831bs 25001bs 2361bs 1031bs SK24-HD6R 60in I Irt CONCRETE 1483Ibs 25001bs 2361bs 1031bs SK-DR15 ," 3.5 in 12 2I,tI' CONCRETE 1AM5Ibs 25001bs 4721bs 1551bs DESIGNER S b 4 4.0in 12tiin CONCRETE 1 1bs 25001bs 4721bs 1551bs SK=}. 5.5 in Q. `;; COETE 10551 bs 25001 bs 4721 bs 1551 bs SK-0*1, 60ir1;. , 12.1Dtrt COyCRm 10551bs 25001bs 4721bs 1551bs CAPACITY TABLE NOTES (ALL Size"Pmf3N51: 1. LOAD Q T� 4, BALL BE DETEkMiNED BY USER. UPLIFT UPLIFT . USE# Y ��S Cr:�_ 3ND LOADS APPLICATIONS. IT 21ABLE LOAD CAPAC FISTED HEI�IltE FOR IVIDUAL FORCES CHECKONLLY. LOAD CO*4ATIONS n WITH HORIZONTAL AND VERTICAL FORCES SHALL BE RIFIED BY OTHERS IN ACCOF(OANCE TO ASCE 7-10 AND 7-16 LOAD COMBINATION AND SHALL ADHERE TO 1 LLOWING UNITY EOUATION: llPLIFT_REQUI + [F2 ED/F2]) < +'LFi_REQUIRED/Fl] 3. WOOD SUB HOSI,ZUCTURE SHALL HAVE MINIMUM SPE WVY G EQUAL OR BETTER THAN 0.50 AND COMPR �t@r STRENGTH OF 3,000 PSI FOR CONCRETE SUBSTitIkE:. NOTE: Higher lateral values may be achieved by combining this product with the SkyLift LSS (Lateral Stabilizer Strap). See TER 20-29481. DESIGNER OPTION SHOWN, THIS DIAGRAM APPLTES TO ALL RISER TYPES HEREIN F1 IN ALL CONDITIONS IT IS THE RESPONSIBILITY OF THE PERMIT HOLDER TO ENSURE THE HOST STRUCTURE IS CAPABLE OF WITHSTANDING THE LOAD RATING HEREIN. NO WARRANTY OF ANY KIND, EXPRESSED OR IMPLIED, IS OFFERED BY ENGINEERING EXPRESS AS TO THE INTEGRITY OF THE HOST STRUCTURE TO CARRY DESIGN FORCE LOADS INCURRED BY THIS PRODUCT. Page 6 of 6 Engineering Express"-" 160 SW 12th Ave. Suite 106 Deerfield Beach, FL 33442 (954) 354-0660 EngineeringExpress.com ^ PY0911 " ENiMenng Expressi� AU Rights Reserved Simpson Strong -Tie` Wood Construction Connectors Strong —Drive' SDS HEAVY—DUTY CONNECTOR Screw 1 1 0 Structural Fastener 2 The Simpson Strong -Tie° Strong -Drive SDS Heavy -Duty Connector screw is a 1/4"-diameter structural wood screw ideal for various connector installations as well as wood -to -wood applications. It installs with no predrilling and has been extensively tested in various applications. For more information about package quantities, visit strongtie.com. Features: • The Type-17 point reduces installation torque and makes driving easier with no predrilling and minimal wood splitting. • Available with a double -barrier coating or in Type 316 stainless steel. Carbon steel loads apply to corresponding stainless -steel models. • %" hex washer head is stamped with the No -Equal sign and fastener length for easy identification after installation. • For the %" hex -head driver bit, order model no. BITHEXR38-RI. Material: Heat -treated carbon steel, Type 316 stainless steel Finish: Double barrier (all lengths); Type 316 stainless steel (11/2" thru 31/2" lengths) Codes: See p.11 for Code Reference Key Chart S6 I Length Thread length These products are available with additional corrosion protection. For more information, see p.14. Strong -Drive SDS Heavy -Duty Connector Screw Identification on all SDS screw heads (1/4" x 6" SDS shown) Type-17 point reduces installation torque and makes driving easier )ng-Drive SDS Heavy -Duty Connector Screw ® For stainless -steel fasteners, see p.21. Model No. Size (in.) Thread Length (in.) Fasteners per Cartons DF/SP Allowable Loads (1h.)4 PF/HF Ilowable Loads (lb.)4 Code Ref. Shear(100) Withdrawals 3 100 Wood Side Plate Steel Side Plate ( ) Shear(100) Withdrawals 100 ( ) Wood Side Plate a Steel Side Plate 11/2 13/4" SCL 16 ga. 14 ga. and 12 ga. 10 ga. or Greater Wood or Steel Side Plate 11h" 1 Y4 , SPF LVL �16 ga. 14 ga. and 12 ga. 10 ga. or Greater Wood or Steel Side Plate SDS25112 1/4x11h 1 1,500 — — 250 250 250 170 — — 180 180 180 120 SDS25200 1/4 x 2 11/4 1,300 — — 250 290 290 215 — — 180 210 210 150 SDS25212 1/4 x 21/1 11h 1,100 190 — 250 390 420 255 135 — 1 180 280 300 180 SDS25300 1/4x3 r 2 950 280 1 — 250 420 420 345 200 — 180 300 300 240 IBC SDS25312 1/4 x 31/2 21/4 900 340 340 250 420 420 385 245 245 180 300 300 270 FL, SDS25412 1/4 x 41/2 23/4 1800 350 340 250 420 420 475 250 1 245 180 300 300 330 LA SDS25500 1/4x5 23/4 500 350 340 250 420 1 420 475 250 1 245 180 300 300 330 SDS25600 1/4x6 31/4 600 350 1 340 250 420 420 560 250 245 180 300 300 395 SDS25800 1/4x8 31/4 400 1 350 340 250 420 420 560 1 250 245 180 300 300 395 1. Screws may be provided with the 4CUT" or Type-17 point. W d cS o 2� �2 l r0 7Cfi' 2. Strong -Dave SDS Heavy -Duty Connector screws install best using a low -speed 1/2' arill with a %" hex -head driver. 3. Shear values are valid for connections between two members with full thread penetration into the main member. For other wood side plate values, see Fastening Systems Technical Guide (C-F-2019TECHSUP) at strongtie.com. i 4. Allowable loads are shown at a wood load duration factor of CD = 1.0. Loads may be increased_ for load duration per the building code up to a CD = 1.6. _ Ta u abZ er va es must be multiplied by all applicable NDS adjustment factors. ,) 5. Withdrawal loads shown are in pounds (Ib.) and are based on penetration of the screw's entire threaded section into the main member. If thread N penetration into the main member is less than the Thread Length as shown in the table for DF/SP, reduce allowable load by 172 lb./in. of thread not M in main member. Use 121 Ib./in. for SPF/HF. LL a 6. Fasteners per Carton represents the quantity of screws that are available in bulk packaging. Screws are also available in mini -bulk and retail packs. Refer to Simpson Strong -Tie Fastening Systems catalog (C-F-2019) at strongtie.com. 7. LSL wood -to -wood applications that require 41/2", 5", 6" or 8" SDS Heavy -Duty Connector screws are limited to interior -dry use only. 8. Where predrilling is required for Strong -Drive SDS Heavy -Duty Connector screws, predrill diameter is she° 9. Minimum spacing, edge, and end distance requirements are listed in ICC-ES ESR-2236. For smaller spacing, please contact Simpson Strong -Tie Engineering. 347 item weight quantity ext weight 2x12 beam 58.2 8 465.6 pt plywood 50 1.5 75 2x10 rafter 72 13 936 2x4 purlin 12 30 360 total weight per skylift hardware 20 1 20 12067.44 2011.24 doesn't factor in slope and asymmetrical 2x12 roof panel 10.2 12 122.4 loads 2x8 roof panel 7.37 12 88.44 live load 25 400 10000 dead load / sq ft 5.1686 Simpson Strong -Tie" Wood Construction Connectors Strong—Drive'SIDS Structural Fastener The Simpson Strong -Ties Strong -Drive SDS Heavy -Duty Connector screw is a 1/4"-diameter structural wood screw ideal for various connector installations as well as wood -to -wood applications. It installs with no predrilling and has been extensively tested in various applications. For more information about package quantities, visit strongtie.com. Features: • The Type-17 point reduces installation torque and makes driving easier with no predrilling and minimal wood splitting. • Available with a double -barrier coating or in Type 316 stainless steel. Carbon steel loads apply to corresponding stainless -steel models. • %" hex washer head is stamped with the No -Equal sign and fastener length for easy identification after installation. • For the %" hex -head driver bit, order model no. BITHEXF38-41. Material: Heat -treated carbon steel, Type 316 stainless steel Finish: Double barrier (all lengths); Type 316 stainless steel (11/2" thru 31/2" lengths) Codes: See p.11 for Code Reference Key Chart v- S6 I Length 1 Thread length These products are available with additional corrosion protection. For more information, see p.14. Strong -Drive SDS Heavy -Duty Connector Screw Identification on all SDS screw heads (1/4" x 6" SDS shown) Type-17 point reduces installation torque and makes driving easier mg -Drive SDS Heavy -Duty Connector Screw ® For stainless -steel fasteners, see p. 21. DF/SP Allowable Loads (lb.)' PF/HIFIlowable Loads (lb.)' Shear (100) Withdrawal° Shear (100) Withdrawals Model Size : Thread Length Fasteners per Wood Side Plate' Steel Side Plate (100) (100) Code Wood Side PlateSteel Side Plate No. (in.) I (in.) Carton' Ref. 14 ga. 10 ga. Wood or 14 ga. " 10 ga. Wood or 1 Y2 SCL ''16 ga. and or Steel Side 11h" 13/4 16 ga. and VL SPF or Steel Side 12 ga. Greater Plate 12 ga. Greater Plate SDS25112 1/4 x 11/2 1 1,500 — — 250 250 250 170 — — 180 180 180 j 120 SDS25200 1/4x2 114 1.300 — — 250 290 290 1 215 — — 180 210 210 150 SDS25212 1/4 x 21/2 1'/ 1,100 120 — 250 390 420 255 135 ! — 180 . 280 300 180 ?'SDS25300 1Ax3 I 2 950 280 — 250 420 420 345 200 — 180 300 300 240 IBC, SDS25312 1/4 x 3Y2 2Y4 1 goo 340 1 340 250 420 420 385 245 245 180 300 300 270 FL, SDS25412 1/4 x 41/2 23/4 ''1 800 350 1 340 250 420 420 475 250 245 180 300 300 330 LA SDS25500 1/4 x 5 2 --< 500 350 340 250 1 420 420 475 250 245 180 300 300 330 SDS25600 1/4 x 6 31/4 600 350 1 340 1250 1 420 420 560 250 245 ' 180 300 300 395 SDS25800 1/4x8 31/4 400 350 340 250 420 420 560 250 245 180 300 300 395 1. Screws may be provided with the 4CUT- or Type-17 point. �w (2. 2. Strong -Drive SDS Heavy -Duty Connector screws install best using a low -speed 1/2° rill with a 34" hex -head driver. J 3. Shear values are valid for connections between two members with full thread penetration into the main member. For other wood side plate values. - see Fastening Systems Technical Guide (C-F-2019TECHSUP) at strongtie.com. i 4. Allowable loads are shown at a wood load duration factor of CD = 1.0. Loads may be increased for load duration per the building code up to a CD = 1.6. Ta wanes must be multiplied by all applicable NDS adjustment factors. y 5. Withdrawal loads shown are in pounds (lb.) and are based on penetration of the screw's entire threaded section into the main member. If thread *� penetration into the main member is less than the Thread Length as shown in the table for DF/SP, reduce allowable load by 172 Ib.ln. of thread not in main member. Use 121 lb./in. for SPF/HF. LL 6. Fasteners per Carton represents the quantity of screws that are available in bulk packaging. Screws are also available in mini -bulk and retail packs. Refer to Simpson Strong -Tie Fastening Systems catalog (C-F-2019) at strongtie.com. 7. LSL wood -to -wood applications that require 41/2", 5", 6" or 8" SDS Heavy -Duty Connector screws are limited to interior -dry use only. 8. Where predrilling is required for Strong -Drive SIDS Heavy -Duty Connector screws, predrill diameter is 5/32". 9. Minimum spacing, edge, and end distance requirements are listed in ICC-ES ESR-2236. For smaller spacing, please contact Simpson Strong -Tie Engineering. 347