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REVIEWED BLD BLD2021-1685+structural calcs+12.14.2021_10.06.43_AM+2570908A'mT I Ll DESIGN & ENGINEERING, INC.PS RECEIVED Dec 17 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT November 27, 2021 STRUCTURAL DESIGN ANALYSIS For: Bernard Faj arillo 23005 76th Ave W Edmonds, WA. 98026 SITE ADDRESS 23005 76th Ave W Edmonds, WA. 98026 BLD2021-1685 REVIEWED BY CITY OF EDMONDS 1003 39'h AVE, SW, Suite 207 Puyallup, WA. 98373 Email: ma@attiliengineering.com, Website:www.attiliengineering.com A'mTTiLi DESIGN &ENGINEERING, INC.PS All information for construction is detailed on the prints. This engineering report summarizes the engineering calculations and assumptions made to develop the print information. Contractor must review engineering assumptions for validity. Engineer- ing assumptions are listed below. If these conditions are not present at the site these calculations are void and Attili Design & Engineering Inc. must be contacted immediately. Scope of Services: The purpose of our services is engineering analysis and design to resist lateral and gravity loads in accordance with the 2018 IBC. Our services ex- tend from the mudsill up to the roof. Foundations are engineered to support the structure on a flat surface with 1500 psf soil bearing. Special foundations for lots not level or with poor soil bearing are not provided unless noted otherwise. The enclosed documents are to be used in conjunction with the house plans refer- enced on the cover. It is essential that the contractor study the engineering require- ments and required changes to the architectural plan prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. 1003 39'h AVE, SW, Suite 207 Puyallup, WA. 98373 Email: ma@attiliengineering.com, Website:www.attiliengineering.com A'mTTiLi DESIGN &ENGINEERING, INC.PS CODE CRITERIA Building Codes Seismic Zone Period T (sec) Response Mod Factor Soil Profile Seismic Source Type Distance To Source Reliability Factor Rho Wind Zone SOILS CRITERIA '2018 IBC Code D 0.109645 5.5 D D 0 1 110 mph Exposure C Soils Consultant None Soils Report # None Bearing Pressure Req'd 1500 psf uno Bearing Depth 18" MATERIALS CRITERIA Concrete (28 day strength) Foundations and Slab Fc= 3000 psi Structural Slab Fc= 3000 psi Walls Fc= 3000 psi Reinforcing Steel ASTM A-615 Grade 60 PLYWOOD APA RATED Roof: 15/32 cdx or osb PI = 24/0 Floor: 3/4 T&G cdx or osb — PI = 48/24 LOADING CRITERIA FOR ROOF AND/OR CEILING ITEM MATERIAL LOAD PSF Roofing Asphalt Shingles 3.0 Tile Roofing Tile 20.0 Sheathing or Decking 15/32 CDX 1.5 Insulation R38 3.0 Ceiling 5/8 GWB 2.8 Fixtures — Mech. Electrical Point loads 2.6 Framing Truss 2.1 1003 39'h AVE, SW, Suite 207 Puyallup, WA. 98373 Email: ma@attiliengineering.com, Website:www.attiliengineerinq.com A'mTTiLi DESIGN &ENGINEERING, INC.PS TOTAL DEAD LOAD= 15 PSF comp 20 PSF tile LIVE LOADS Snow — 25 PSF (Non reducible) Ceiling Only — 10 PSF Increase in Fb and Fv of 15% allowed for duration of load when noted. LOADING CRITERIA FOR FLOOR ITEM MATERIAL LOAD PSF Floor Covering Carpet and Pad 3.0 Floor Sheathing 3/4" T&G CDX 2.3 Ceiling '/2" GWB 2.2 Fixtures — Mech. Electrical Point loads 1.02 Framing, Joists Beams TJI or BCI 2.48 1.0 TOTAL DEAD LOAD FLOOR = 10 PSF Floor Live Loads Residential — 40 psf (reducible) Office — 50 psf (reducible) Assembly — 100 psf (non -reducible) Private Garage Corridors and Exits — 100 psf (reducible) 1003 39th AVE, SW, Suite 207 Puyallup, WA. 98373 Email: ma@attiliengineering.com, Website:www.attiliengineering.com Project Information COMPANY AND PROJECT INFORMATION Company Project Attili Design & Engineering, Inc. PS Bernard Fajarillo 1002 39th Ave SW 23005 76th Ave W Puyallup, WA. 98373 Edmonds, WA DESIGN SETTINGS SITE INFORMATION Design Code Wind Standard Seismic Standard IBC 2018/AWC SDPWS 2018 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 15% <=19% 10% <=19% 0.50 - Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - 2.0 1.5 Ignore non -wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads Never Never 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 4.2-1 Drift limit for wind design:1 / 500 story height Wind ASCE 7-10 Directional (All heights) Design Wind Speed 110 mph Serviceability Wind Speed 74 mph Exposure Exposure B Enclosure Partly Enclosed Min Wind Loads: Walls 16 psf 8 psf Topographic Information [ft] Shape Height Length Site Location: - Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 E-W loads N-S loads Eccentricity (%) 15 15 Loaded at 75 % Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Risk Category Category II - All others Structure Type Regular Building System Bearing Wall Design Category D Site Class D Spectral Response Acceleration S1:0.400g SS:0.750g Fundamental Period E-W N-S T Used 0.137s 0.137s Approximate Ta 0.137s 0.137s Maximum T 0.192s 0.192s Response Factor R 2.00 2.00 Fa:l .20 Fv:l . 60 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 15.83 0.0 Level 2.83 10.0 13.00 13.8 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft] Face Type Slope Overhang [ft] Block 1 1 Story E-W Ridge Location X,Y = 0.00 0.00 North Side 0.0 0.00 Extent X,Y = 40.00 15.00 South Side 0.0 0.00 Ridge Y Location, Offset 7.50 0.00 East Gable 0.0 0.00 Ridge Elevation, Height 15.83 0.00 West Gable 0.0 0.00 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Sun` Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibs/in in in 1 Ext Structural sheath 24/16 7/16 3 Horz 27000 8d Nail N 4 12 Y 2,3 Int Gyp WB 1-ply 1/2 - Horz 40000 5d Nail N 7 7 Y 2 Ext Structural sheath 24/16 7/16 3 Horz 27000 8d Nail N 6 12 Y 3 Int Gyp WB 1-ply 1/2 - Horz 40000 5d Nail N 7 7 Y Legend: Grp — Wall Design Group number, used to reference wall in other tables 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 2-3/8"; 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 GWB 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 Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi16 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 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. SHEARLINE, WALL and OPENING DIMENSIONS North -south Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group X [ft] Start End [ft] [ft] Ratio [ft] Line 1 Level 1 Line 1 Seg 1 0.00 0.00 15.00 15.00 15.00 - 13.00 Wall 1-1 Seg 1 0.00 0.00 15.00 15.00 15.00 0.87 - Line 2 Level 1 Line 2 Seg 1 40.00 0.00 15.00 15.00 15.00 - 13.00 Wall 2-1 Seg 1 40.00 0.00 15.00 15.00 15.00 0.87 - East -west Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group Y [ft] Start End [ft] IN Ratio [ft] Line A Level 1 Line A 1 0.00 0.00 40.00 40.00 17.00 - 13.00 Wall A-1 Seg 1 0.00 0.00 40.00 40.00 17.00 - - Segment 1 - - 0.00 5.50 5.50 - 2.36 - Opening 1 - - 5.50 9.00 3.50 - - 8.00 Segment 2 - - 9.00 17.00 8.00 - 1.63 - Opening 2 - - 17.00 23.00 6.00 - - 8.00 Segment 3 - - 23.00 32.00 9.00 - 1.44 - Opening 3 - - 32.00 36.00 4.00 - - 8.00 Segment 4 - - 36.00 40.00 4.00 - 3.25 - Line B Level 1 Line B Seg 2 15.00 0.00 40.00 40.00 40.00 - 13.00 Wall B-1 Seg 2 15.00 0.00 40.00 40.00 40.00 0.32 - Legend: Type - Seg = segmented, Prf = perforated, 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 (h/bs) Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall Loads WIND SHEAR LOADS (as entered or generated) Level 1 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall Min W->E Wind Line 0.00 15.00 52.0 Block 1 W Wall 1 W->E Wind Line 0.00 15.00 67.0 Block 1 E Wall Min W->E Lee Line 0.00 15.00 52.0 Block 1 E Wall 1 W->E Lee Line 0.00 15.00 22.6 Block 1 W Wall 1 E->W Lee Line 0.00 15.00 22.6 Block 1 W Wall Min E->W Lee Line 0.00 15.00 52.0 Block 1 E Wall 1 E->W Wind Line 0.00 15.00 67.0 Block 1 E Wall Min E->W Wind Line 0.00 15.00 52.0 Block 1 S Wall Min S->N Wind Line 0.00 40.00 52.0 Block 1 S Wall 1 S->N Wind Line 0.00 40.00 67.0 Block 1 N Wall 1 S->N Lee Line 0.00 40.00 42.5 Block 1 N Wall Min S->N Lee Line 0.00 40.00 52.0 Block 1 S Wall 1 N->S Lee Line 0.00 40.00 42.5 Block 1 S Wall Min N->S Lee Line 0.00 40.00 52.0 Block 1 N Wall 1 N->S Wind Line 0.00 40.00 67.0 Block 1 N Wall Min N->S Wind Line 0.00 40.00 52.0 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 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 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. WIND C&C LOADS Block Building Wind Level Magnitude [psf] Face Direction Interior End Zone Block 1 West Windward 1 28.4 33.4 Block 1 East Leeward 1 28.4 33.4 Block 1 West Leeward 1 28.4 33.4 Block 1 East Windward 1 28.4 33.4 Block 1 South Windward 1 28.4 33.4 Block 1 North Leeward 1 28.4 33.4 Block 1 South Leeward 1 28.4 33.4 Block 1 North Windward 1 28.4 33.4 BUILDING MASSES Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [lbs,plf,psf] Width Dir Element Line Start End Start End [ft] E-W Roof F1 n/a 1 Line 0.00 15.00 200.0 200.0 E-W Roof F1 n/a 2 Line 0.00 15.00 200.0 200.0 N-S Roof F1 n/a A Line 0.00 40.00 75.0 75.0 N-S Roof F1 n/a B Line 0.00 40.00 75.0 75.0 Both Wall 1-1 n/a 1 Line 0.00 15.00 65.0 65.0 Both Wall 2-1 n/a 2 Line 0.00 15.00 65.0 65.0 Both Wall A-1 n/a A Line 0.00 40.00 65.0 65.0 Both Wall B-1 n/a B Line 0.00 40.00 65.0 65.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both 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 SEISMIC LOADS Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 780 780 E-W Line 0.00 15.00 159.0 159.0 E-W Point 15.00 15.00 780 780 N-S Point 0.00 0.00 293 293 N-S Line 0.00 40.00 84.0 84.0 N-S Point 40.00 40.00 293 293 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) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -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. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (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). Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf] Asp Cub Allowable he [plf] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line 1 Level 1 Ln1, Levl 1 Both 87.5 - 1313 1.0 1.0 125 532 - A 657 9855 0.13 Line 2 Ln2, Levl 1 Both 87.5 - 1313 1.0 1.0 125 532 - A 657 9855 0.13 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line A Level 1 LnA, Levl - Both - - 468 - - - - - - 11169 - Wall A-1 1 Both - - 468 1.0 1.0 125 532 - A - 11169 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Seg. 2 - Both 13.5 - 108 1.0 1.0 125 532 - 657 5256 0.02 Seg. 3 - Both 40.0 - 360 1.0 1.0 125 532 - 657 5913 0.06 Seg. 4 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Line B LnB, Levl 2 Both 11.7 - 468 1.0 1.0 125 364 - A 489 19560 0.02 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, 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 FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = where it shows associated Standard Wall. "A" means that this wall is V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 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: 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. "S" indicates that the wind design criterior 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. 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 1 1-1 L End 0.00 0.12 1 1157 1157 HDUS-SDS2. 5645 0.20 1-1 R End 0.00 14.88 1 1157 1157 HDU5-SDS2. 5645 0.20 Line 2 2-1 L End 40.00 0.12 1 1157 1157 HDU5-SDS2. 5645 0.20 2-1 R End 40.00 14.88 1 1157 1157 HDU5-SDS2. 5645 0.20 Line A A-1 R Op 1 9.13 0.00 Min 181 181 HDU5-SDS2. 5645 0.03 A-1 L Op 2 16.88 0.00 Min 181 181 HDU5-SDS2. 5645 0.03 A-1 R Op 2 23.13 0.00 Min 535 535 HDU5-SDS2. 5645 0.09 A-1 L Op 3 31.88 0.00 Min 535 535 HDU5-SDS2. 5645 0.09 Line B B-1 L End 0.12 15.00 Min 153 153 HDU5-SDS2. 5645 0.03 B-1 R End 39.88 15.00 Min 153 153 HDU5-SDS2. 5645 0.03 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 end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear 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 forASD by 0.60 Uplift - Uplift wind load component, factored forASD 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 for 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 4.3-9. DRAG STRUT FORCES (flexible wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case ---> <--- Line A A-1 Right Opening 1 9.00 0.00 1 105 105 A-1 Left Opening 2 17.00 0.00 1 91 91 A-1 Right Opening 2 23.00 0.00 1 161 161 A-1 Left Opening 3 32.00 0.00 1 94 94 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 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 elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) -> 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 MWFRS DEFLECTION (flexible wind design) These deflections 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 plf ft ft sq.in in in Ibs in in in in Level 1 Line 1 1-1 1 Both Ext 58.4 15.00 13.00 16.5 .004 13.1 177 .028 .058 0.18 0.24 Both Int 29.1 6.5 102 .030 .058 Line 2 2-1 1 Both Ext 58.4 15.00 13.00 16.5 .004 13.1 177 .028 .058 0.18 0.24 Both Int 29.1 6.5 102 .030 .058 Line A A-1,2 1 Both Ext 9.0 8.00 13.00 16.5 .001 13.1 177 .028 .009 0.29 0.30 Both Int 4.5 6.5 102 .030 .009 A-1,3 Both Ext 26.7 9.00 13.00 16.5 .003 13.1 177 .028 .027 0.27 0.30 Both Int 13.3 6.5 102 .030 .027 Line B B-1 2 Both Ext 7.1 40.00 13.00 16.5 .000 10.1 182 .030 .009 0.06 0.07 Both Int 4.6 6.5 102 .030 .009 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B 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 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Dell - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - vw / (vw/ Gt + 0.75 en), from SDPWS Ex. C4.3.2-1; vw - ASD sheathing capacity; Gt -Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS 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 Total dell = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 SERVICEABILITY DEFLECTION (flexible wind design) These deflections are used to determine story drift 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 1 Line 1 1-1 1 Both Ext 47.6 15.00 13.00 16.5 .003 16.8 134 .012 .037 0.17 0.21 Both Int 18.4 6.5 102 .030 .037 Line 2 2-1 1 Both Ext 47.6 15.00 13.00 16.5 .003 16.8 134 .012 .037 0.17 0.21 Both Int 18.4 6.5 102 .030 .037 Line A A-1,2 1 Both Ext 5.2 8.00 13.00 16.5 .001 16.8 134 .012 .004 0.29 0.29 Both Int 2.0 6.5 102 .030 .004 A-1,3 Both Ext 23.6 9.00 13.00 16.5 .003 16.8 134 .012 .018 0.27 0.29 Both Int 9.1 6.5 102 .030 .018 Line B B-1 2 Both Ext 6.0 40.00 13.00 16.5 .000 13.8 137 .013 .006 0.06 0.06 Both Int 2.8 6.5 102 .030 .006 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B 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 - Shear force per unit distance on wall segment using 1.0 Wa = wind load based on serviceability wind speeds from ASCE 7 CC. 1.2, Figs. CC1-CC4. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vhA3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga -Factor x vw / (Factor x vw / Gt + 0.75 en), adapted from SDPWS Ex. C4.3.2-1; vw - ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS table C4.2.2D; Vn - Shear force per nail using Factor x vw, Factor = Ps/Pm/0.6 for WSP, 1.0 for other materials; Ps -serviceability wind pressure; Pm - MWFRS wind pressure Hold- Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total dell = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design) These displacements are used to determine deflections for force distribution Wall, Hold- Uplift Elong / Dis 3 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 1157 .024 .001 0.025 - - .138 0.04 0.20 0.18 Line 2 2-1 Both HDU5-SDS 1157 .024 .001 0.025 - - .138 0.04 0.20 0.18 Line A A-1,2 Both HDU5-SDS 129 .004 .000 0.004 - - .138 0.04 0.18 0.29 A-1,3 Both HDU5-SDS 581 .011 .001 0.011 - - .138 0.04 0.19 0.27 Line B B-1 Both HDU5-SDS 153 .003 .000 0.003 - - .138 0.04 0.18 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 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 D"1.5) (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 (15% 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 Dell - 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 SERVICEABILITY HOLD-DOWN DISPLACEMENT (flexible wind design) These displacements are used to determine deflections for story drift Wall, Hold- Uplift Elong / Dis 3 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 873 .018 .001 0.019 - - .138 0.04 0.20 0.17 Line 2 2-1 Both HDU5-SDS 873 .018 .001 0.019 - - .138 0.04 0.20 0.17 Line A A-1,2 Both HDU5-SDS 50 .001 .000 0.001 - - .138 0.04 0.18 0.29 A-1,3 Both HDU5-SDS 480 .010 .000 0.010 - - .138 0.04 0.19 0.27 Line B B-1 Both HDU5-SDS 115 .002 .000 0.002 - - .138 0.04 0.18 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 hold-down tension force from overturning, dead and wind uplift using load combination D + Wa from ASCE 7 CC.1.2. For perforated walls, T from SDPWS 4.3-8 is used for overturning Wa = wind load based on serviceability wind speeds from ASCE 7 CC. 1.2, Figs. CC1 - CC4 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 = Unfactored uplift force P / number of fasteners Bolts: = Pf / (270, 000 D"1.5) (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 (15% 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 Dell - 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 STORY DRIFT (flexible wind design) Wall Actual Story Drift (in) Allowable Story Drift Level Dir height R I Max Line hs Drift Ratio ft defl ft in 1 13.00 13.0 N->S 0.21 1 0.31 0.67 S->N 0.21 1 0.31 0.67 E->W 0.29 A 0.31 0.95 W->E 0.29 A 0.31 0.95 Legend: Max defl - Largest deflection for any shearline on level in this direction; refer to Serviceability Deflections table Line - Shearline with largest deflection on level in this direction hs - Story height = Height of walls plus joist depth between this level and the one above. Drift = Allowable story drift on this level = story height / 500 Ratio - Proportion of allowable story drift experienced, on this level in this direction. Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf] Asp Cub Allowable he [plf] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line 1 Level 1 Ln1, Levl 1 Both 87.5 - 1313 1.0 1.0 125 532 - A 657 9855 0.13 Line 2 Ln2, Levl 1 Both 87.5 - 1313 1.0 1.0 125 532 - A 657 9855 0.13 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line A Level 1 LnA, Levl - Both - - 120 - - - - - - 11169 - Wall A-1 1 Both - - 119 1.0 1.0 125 532 - A - 11169 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Seg. 2 - Both 0.0 - 0 1.0 1.0 125 532 - 657 5256 0.00 Seg. 3 - Both 13.3 - 119 1.0 1.0 125 532 - 657 5913 0.02 Seg. 4 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Line B LnB, Levl 2 Both 20.4 - 816 1.0 1.0 125 364 - A 489 19560 0.04 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, 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 FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = where it shows associated Standard Wall. "A" means that this wall is V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 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: 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. "S" indicates that the wind design criterior 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. HOLD-DOWN DESIGN (rigid 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 1 1-1 L End 0.00 0.12 1 1157 1157 HDU5-SDS2. 5645 0.20 1-1 R End 0.00 14.88 1 1157 1157 HDU5-SDS2. 5645 0.20 Line 2 2-1 L End 40.00 0.12 1 1157 1157 HDU5-SDS2. 5645 0.20 2-1 R End 40.00 14.88 1 1157 1157 HDU5-SDS2. 5645 0.20 Line A A-1 R Op 2 23.13 0.00 Min 178 178 HDU5-SDS2. 5645 0.03 A-1 L Op 3 31.88 0.00 Min 178 178 HDU5-SDS2. 5645 0.03 Line B B-1 L End 0.12 15.00 Min 267 267 HDU5-SDS2. 5645 0.05 B-1 R End 39.88 15.00 Min 267 267 HDU5-SDS2. 5645 0.05 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 end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overturning 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 for 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 4.3-9. DRAG STRUT FORCES (rigid wind desiqn) Level 1 1 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case ---> <--- Line A A-1 Right Opening 2 23.00 0.00 1 69 69 A-1 Left Opening 3 32.00 0.00 1 24 24 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 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 elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) -> 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 MWFRS DEFLECTION (rigid wind design) These deflections 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 pif ft ft sq.in in in Ibs in in in in Level 1 Line 1 1-1 1 Both Ext 58.4 15.00 13.00 16.5 .004 13.1 177 .028 .058 0.18 0.24 Both Int 29.1 6.5 102 .030 .058 Line 2 2-1 1 Both Ext 58.4 15.00 13.00 16.5 .004 13.1 177 .028 .058 0.18 0.24 Both Int 29.1 6.5 102 .030 .058 Line A A-1,2 1 Both Ext 0.0 8.00 13.00 16.5 .000 13.1 177 .028 .000 0.00 0.00 Both Int 0.0 6.5 102 .030 .000 A-1,3 Both Ext 8.9 9.00 13.00 16.5 .001 13.1 177 .028 .009 0.26 0.27 Both Int 4.4 6.5 102 .030 .009 Line B B-1 2 Both Ext 12.4 40.00 13.00 16.5 .000 10.1 182 .030 .016 0.06 0.08 Both Int 8.0 6.5 102 .030 .016 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B 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 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - vw / (vw/ Gt + 0.75 en), from SDPWS Ex. C4.3.2-1; vw - ASD sheathing capacity; Gt -Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS 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 Total dell = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 SERVICEABILITY DEFLECTION (rigid wind design) These deflections are used to determine story drift 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 1 Line 1 1-1 1 Both Ext 47.6 15.00 13.00 16.5 .003 16.8 134 .012 .037 0.17 0.21 Both Int 18.4 6.5 102 .030 .037 Line 2 2-1 1 Both Ext 47.6 15.00 13.00 16.5 .003 16.8 134 .012 .037 0.17 0.21 Both Int 18.4 6.5 102 .030 .037 Line A A-1,2 1 Both Ext 8.1 8.00 13.00 16.5 .001 16.8 134 .012 .006 0.06 0.07 Both Int 3.1 6.5 102 .030 .006 A-1,3 Both Ext 0.0 9.00 13.00 16.5 .000 16.8 134 .012 .000 0.00 0.00 Both Int 0.0 6.5 102 .030 .000 Line B B-1 2 Both Ext 10.5 40.00 13.00 16.5 .000 13.8 137 .013 .010 0.06 0.07 Both Int 4.9 6.5 102 .030 .010 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B 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 - Shear force per unit distance on wall segment using 1.0 Wa = wind load based on serviceability wind speeds from ASCE 7 CC. 1.2, Figs. CC1-CC4. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vhA3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga -Factor x vw / (Factor x vw / Gt + 0.75 en), adapted from SDPWS Ex. C4.3.2-1; vw - ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS table C4.2.2D; Vn - Shear force per nail using Factor x vw, Factor = Ps/Pm/0.6 for WSP, 1.0 for other materials; Ps -serviceability wind pressure; Pm - MWFRS wind pressure Hold- Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total dell = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 MWFRS HOLD-DOWN DISPLACEMENT (rigid wind design) These displacements are used to determine deflections for force distribution Wall, Hold- Uplift Elong / Dis 3 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 1157 .024 .001 0.025 - - .138 0.04 0.20 0.18 Line 2 2-1 Both HDU5-SDS 1157 .024 .001 0.025 - - .138 0.04 0.20 0.18 Line A A-1,2 Both HDU5-SDS -90 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,3 Both HDU5-SDS 88 .004 .000 0.004 - - .138 0.04 0.18 0.26 Line B B-1 Both HDU5-SDS 267 .005 .000 0.006 - - .138 0.04 0.18 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 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 D"1.5) (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 (15% 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 Dell - 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 SERVICEABILITY HOLD-DOWN DISPLACEMENT (rigid wind design) These displacements are used to determine deflections for story drift Wall, Hold- Uplift Elong / Dis 3 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 873 .018 .001 0.019 - - .138 0.04 0.20 0.17 Line 2 2-1 Both HDU5-SDS 873 .018 .001 0.019 - - .138 0.04 0.20 0.17 Line A A-1,2 Both HDU5-SDS -170 .000 .000 0.000 - - .000 0.04 0.04 0.06 A-1,3 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line B B-1 Both HDU5-SDS 201 .004 .000 0.004 - - .138 0.04 0.18 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 hold-down tension force from overturning, dead and wind uplift using load combination D + Wa from ASCE 7 CC.1.2. For perforated walls, T from SDPWS 4.3-8 is used for overturning Wa = wind load based on serviceability wind speeds from ASCE 7 CC. 1.2, Figs. CC1 - CC4 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 = Unfactored uplift force P / number of fasteners Bolts: = Pf / (270, 000 D"1.5) (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 (15% 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 Dell - 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 STORY DRIFT (rigid wind design) Wall Actual Story Drift (in) Allowable Story Drift Level Dir height R I Max Line hs Drift Ratio ft defl ft in 1 13.00 13.0 N->S 0.21 2 0.31 0.67 S->N 0.21 2 0.31 0.67 E->W 0.07 A 0.31 0.23 W->E 0.07 A 0.31 0.23 Legend: Max defl - Largest deflection for any shearline on level in this direction; refer to Serviceability Deflections table Line - Shearline with largest deflection on level in this direction hs - Story height = Height of walls plus joist depth between this level and the one above. Drift = Allowable story drift on this level = story height / 500 Ratio - Proportion of allowable story drift experienced, on this level in this direction. Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE North -South Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist 1 1 1 20.0 190.6 0.11 26.7 22.7 105.5 0.25 0.22 1.00 1.00 2 1 1 20.0 190.6 0.11 26.7 22.7 105.5 0.25 0.22 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 20.0 190.6 0.11 26.7 22.7 105.5 0.25 0.22 1.00 1.00 B 1 2 20.0 190.6 0.11 26.7 22.7 105.5 0.25 0.22 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 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener 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 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [Ibs] Diaphragm Force Fpx [Ibs] [Ibs] [sq.ft] E-W N-S E-W N-S 1 13150 600.0 3945 3945 3156 3156 All 13150 - 3945 3945 - - Legend: Building mass - Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear- Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. 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 = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. SHEAR RESULTS (flexible seismic desiqn) N-S W For ASD Shear Force [plf] Asp Cub Allowable She [plf] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line 1 Level 1 Lnl, Levl 1 Both 92.1 - 1381 1.0 1.0 125 380 - S 380 5700 0.24 Line 2 Ln2, Levl 1 Both 92.1 - 1381 1.0 1.0 125 380 - S 380 5700 0.24 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line A Level 1 LnA, Levl - Both - - 1381 - - - - - - 6460 - Wall A-1 1 Both - - 1381 1.0 1.0 125 380 - S - 6460 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 380 - 380 - - Seg. 2 - Both 69.8 - 559 1.0 1.0 125 380 - 380 3040 0.18 Seg. 3 - Both 91.3 - 822 1.0 1.0 125 380 - 380 3420 0.24 Seg. 4 - Both 0.0 - 0 1.0 1.0 125 380 - 380 - - Line B LnB, Levl 2 Both 34.5 - 1381 1.0 1.0 125 260 - S 260 10400 0.13 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, 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 FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = where it shows associated Standard Wall. "^" means that this wall is V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 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: 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 criterior 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. HOLD-DOWN DESIGN (flexible seismic design) Level 1 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 1 1-1 L End 0.00 0.12 1217 1217 HDU5-SDS2. 5645 0.22 1-1 R End 0.00 14.88 1217 1217 HDU5-SDS2. 5645 0.22 Line 2 2-1 L End 40.00 0.12 1217 1217 HDU5-SDS2. 5645 0.22 2-1 R End 40.00 14.88 1217 1217 HDU5-SDS2. 5645 0.22 Line A A-1 R Op 1 9.13 0.00 937 937 HDU5-SDS2. 5645 0.17 A-1 L Op 2 16.88 0.00 937 937 HDU5-SDS2. 5645 0.17 A-1 R Op 2 23.13 0.00 1221 1221 HDU5-SDS2. 5645 0.22 A-1 L Op 3 31.88 0.00 1221 1221 HDU5-SDS2. 5645 0.22 Line B B-1 L End 0.12 15.00 452 452 HDU5-SDS2. 5645 0.08 B-1 R End 39.88 15.00 452 452 HDU5-SDS2. 5645 0.08 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 end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead- Dead load resisting component, factored forASD by 0.60 Ev- Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.140 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of A SD -factored overturning, dead and vertical seismic forces. May also include the uplift force t for 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: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.61D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. 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 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. DRAG STRUT FORCES (flexible seismic Level 1 Line- Position on Wall Wall or Opening Line A A-1 Right Opening 1 A-1 Left Opening 2 A-1 Right Opening 2 A-1 Left Opening 3 Drag Strut Location [ft] Force [lbs] X Y ---> <--- 9.00 0.00 311 311 17.00 0.00 28 28 23.00 0.00 235 235 32.00 0.00 276 276 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 elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> 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 DEFLECTION (flexible seismic design) Wall, W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl pif ft ft sq.in in in Ibs in in in in Level 1 Line 1 1-1 1 Both Ext 87.8 15.00 13.00 16.5 .007 13.1 177 .028 .087 0.18 0.28 Both Int 43.7 6.5 102 .030 .087 Line 2 2-1 1 Both Ext 87.8 15.00 13.00 16.5 .007 13.1 177 .028 .087 0.18 0.28 Both Int 43.7 6.5 102 .030 .087 Line A A-1,2 1 Both Ext 66.6 8.00 13.00 16.5 .009 13.1 177 .028 .066 0.33 0.41 Both Int 33.2 6.5 102 .030 .066 A-1,3 Both Ext 87.1 9.00 13.00 16.5 .011 13.1 177 .028 .087 0.31 0.41 Both Int 43.4 6.5 102 .030 .087 Line B B-1 2 Both Ext 29.9 40.00 13.00 16.5 .001 10.1 182 .030 .039 0.06 0.10 Both Int 19.4 6.5 102 .030 .039 Legend: Wall, segment -Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf - Wall 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 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Dell - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. 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 SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS 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 Total dell = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 HOLD-DOWN DISPLACEMENT (flexible seismic design) Wall, Hold- Uplift Elong I Dis 3 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 1738 .034 .002 0.036 - - .138 0.04 0.21 0.18 Line 2 2-1 Both HDU5-SDS 1738 .034 .002 0.036 - - .138 0.04 0.21 0.18 Line A A-1,2 Both HDU5-SDS 1339 .026 .001 0.028 - - .138 0.04 0.21 0.33 A-1,3 Both HDU5-SDS 1745 .034 .002 0.036 - - .138 0.04 0.21 0.31 Line B B-1 Both HDU5-SDS 645 .013 .001 0.013 - - .138 0.04 0.19 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) -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 D^1.5) (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 (15% 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 STORY DRIFT (flexible seismic design) 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 13.00 13.00 3.90 N<->S 0.28 1 0.56 20.00 0.28 0.56 0.14 0.14 E<->W 0.41 A 0.82 7.50 0.26 0.51 0.21 0.13 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / le Deflection amplification factor Cd from Table 12.2-1 = (E-W), 2.0 (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. Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [Ibs] Diaphragm Force Fpx [Ibs] [Ibs] [sq.ft] E-W N-S E-W N-S 1 13150 600.0 3945 3945 3156 3156 All 13150 - 3945 3945 - - Legend: Building mass - Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear- Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. On at least one level and force direction, a torsional irregularity was detected and torsional amplification factor Ax applied according to 12.8.4.3. Refer to the Torsional Analysis section of the Log File output for the values of Ax. 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 = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. SHEAR RESULTS (riqid seismic desiqn) N-S W For ASD Shear Force [plf] Asp Cub Allowable She [plf] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line 1 Level 1 Lnl, Levl 1^ Both 100.2 - 1504 1.0 1.0 125 380 - S 380 5700 0.26 Line 2 Ln2, Levl 1^ Both 100.2 - 1504 1.0 1.0 125 380 - S 380 5700 0.26 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line A Level 1 LnA, Levl - Both - - 520 - - - - - - 6460 - Wall A-1 1 Both - - 520 1.0 1.0 125 380 - S - 6460 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 380 - 380 - - Seg. 2 - Both 20.4 - 164 1.0 1.0 125 380 - 380 3040 0.05 Seg. 3 - Both 39.6 - 356 1.0 1.0 125 380 - 380 3420 0.10 Seg. 4 - Both 0.0 - 0 1.0 1.0 125 380 - 380 - - Line B LnB, Levl 2^ Both 57.1 - 2284 1.0 1.0 125 260 - S 260 10400 0.22 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, 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 FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = where it shows associated Standard Wall. "^" means that this wall is V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 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: 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 criterior 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. HOLD-DOWN DESIGN (rigid seismic design) Level 1 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 1 1-1 L End 0.00 0.12 1325 1325 HDU5-SDS2. 5645 0.23 1-1 R End 0.00 14.88 1325 1325 HDU5-SDS2. 5645 0.23 Line 2 2-1 L End 40.00 0.12 1325 1325 HDU5-SDS2. 5645 0.23 2-1 R End 40.00 14.88 1325 1325 HDU5-SDS2. 5645 0.23 Line A A-1 R Op 1 9.13 0.00 282 282 HDU5-SDS2. 5645 0.05 A-1 L Op 2 16.88 0.00 282 282 HDU5-SDS2. 5645 0.05 A-1 R Op 2 23.13 0.00 522 522 HDU5-SDS2. 5645 0.09 A-1 L Op 3 31.88 0.00 522 522 HDU5-SDS2. 5645 0.09 Line B B-1 L End 0.12 15.00 747 747 HDU5-SDS2. 5645 0.13 B-1 R End 39.88 15.00 747 747 HDU5-SDS2. 5645 0.13 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 end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead- Dead load resisting component, factored forASD by 0.60 Ev- Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.140 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of A SD -factored overturning, dead and vertical seismic forces. May also include the uplift force t for 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: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.61D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. 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 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. DRAG STRUT FORCES (rigid seismic des Level 1 Line- Position on Wall Wall or Opening Line A A-1 Right Opening 1 A-1 Left Opening 2 A-1 Right Opening 2 A-1 Left Opening 3 Drag Strut Location [ft] Force [lbs] X Y ---> < 9.00 0.00 117 117 17.00 0.00 53 53 23.00 0.00 131 131 32.00 0.00 104 104 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 elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> 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 DEFLECTION (rigid seismic design) Wall, W Bending Ga Nail slip Shear Hold Total segment Gp Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl pif ft ft sq.in in in Ibs in in in in Level 1 Line 1 1-1 1 Both Ext 95.6 15.00 13.00 16.5 .007 13.1 177 .028 .095 0.19 0.29 Both Int 47.6 6.5 102 .030 .095 Line 2 2-1 1 Both Ext 95.6 15.00 13.00 16.5 .007 13.1 177 .028 .095 0.19 0.29 Both Int 47.6 6.5 102 .030 .095 Line A A-1,2 1 Both Ext 19.6 8.00 13.00 16.5 .003 13.1 177 .028 .020 0.30 0.32 Both Int 9.8 6.5 102 .030 .020 A-1,3 Both Ext 37.6 9.00 13.00 16.5 .005 13.1 177 .028 .037 0.28 0.32 Both Int 18.7 6.5 102 .030 .037 Line B B-1 2 Both Ext 49.5 40.00 13.00 16.5 .002 10.1 182 .030 .064 0.06 0.13 Both Int 32.1 6.5 102 .030 .064 Legend: Wall, segment -Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf - Wall 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 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Dell - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. 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 SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS 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 Total dell = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 HOLD-DOWN DISPLACEMENT (rigid seismic design) Wall, Hold- Uplift Elong I Dis 3 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 1893 .037 .002 0.039 - - .138 0.04 0.22 0.19 Line 2 2-1 Both HDU5-SDS 1893 .037 .002 0.039 - - .138 0.04 0.22 0.19 Line A A-1,2 Both HDU5-SDS 403 .008 .000 0.008 - - .138 0.04 0.19 0.30 A-1,3 Both HDU5-SDS 746 .015 .001 0.015 - - .138 0.04 0.19 0.28 Line B B-1 Both HDU5-SDS 1067 .021 .001 0.022 - - .138 0.04 0.20 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) -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 D^1.5) (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 (15% 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 STORY DRIFT (riqid seismic design) 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 13.00 13.00 3.90 N<->S 0.29 1 0.58 20.00 0.29 0.58 0.11 0.15 E<->W 0.32 A 0.65 7.50 0.23 0.45 0.17 0.12 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / le Deflection amplification factor Cd from Table 12.2-1 = (E-W), 2.0 (N-S) Importance factor le = 1.00 Legend: Max dxe — Largest deflection for any shearline along a building edge; 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 centre of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at centre of mass using Eq'n 12.8-15. 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. Attili Desifgn 1002 39th Ave Sw Puyallup Wa 253.222.5592 information Title 4' taining wall Page: Job # ...New... Dsgnr: Date: DEC 1,2021 Description.... 4' retaininng wall with 4 " slab This Wall in File: c:\users\attili engineering\desktop\OajobE Cantilevered Retaining Wall Design Criteria Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 2.22 OK Sliding = 1.72 OK Total Bearing Load = 1,279 Ibs ...resultant ecc. = 3.98 in Soil Pressure @ Toe = 1,262 psf OK Soil Pressure @ Heel = 7 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,370 psf ACI Factored @ Heel = 8 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 4.3 psi OK Allowable = 85.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 398.1 Ibs less 100% Passive Force = - 281.3 Ibs less 100% Friction Force = - 405.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2003 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Code : IBC 2018 Footing Dimensions & Strengths Toe Width = 0.59 ft Heel Width = 1.42 Total Footing Width = 2.02 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Stem Construction Top Stem Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Concrete Thickness = 10.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.083 Total Force @ Section Ibs = 441.0 Moment.... Actual ft-# = 596.2 Moment..... Allowable = 7,212.6 Shear..... Actual psi = 4.5 Shear..... Allowable psi = 75.0 Wall Weight = 125.0 Rebar Depth 'd' in = 8.25 LAP SPLICE IF ABOVE in = 18.72 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = ModularRatio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc psi = 2,500.0 Fy psi = 60,000.0 Attili Desifgn Title 4' taining wall Page: 1002 39th Ave Sw Job # ...New... Dsgnr: Date: DEC 1,2021 Puyallup Wa Description.... 253.222.5592 4' retaininng wall with 4 " slab information. This Wall in File: c:\users\attili engineering\desktop\OaJobE Cantilevered Retaining Wall Design Code: IBC 2018 Footing Design Results Toe Heel Factored Pressure = 1,370 8 psf Mu': Upward = 216 25 ft-# Mu': Downward = 43 239 ft-# Mu: Design = 173 214 ft-# Actual 1-Way Shear = 0.00 4.30 psi Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 18.00 in Toe: Not req'd, Mu < S " Fr Heel Reinforcing = # 4 @ 18.00 in Heel: Not req'd, Mu < S ' Fr Key Reinforcing = # 4 @ 10.25 in Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 260.0 1.72 447.0 Toe Active Pressure = -39.4 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 398.1 O.T.M. _ Resisting/Overturning Ratio = 2.22 Vertical Loads used for Soil Pressure = 1,279.1 Ibs Vertical component of active pressure used for soil pressure DESIGNER NOTES: -19.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe = 32.5 0.30 9.6 Surcharge Over Toe = Stem Weight(s) = 562.5 1.01 566.7 Earth @ Stem Transitions _ 709.5 Footing Weighs _ - 302.3 1.01 304.5 Key Weight = Vert. Component = 121.9 2.02 245.7 Total = 1,279.1 Ibs R.M.= 1,573.6 1ninCnnr.w/ Mn 19inn/r. 6"� #4@18.in @Toe Des #4@18.in all @ Heel See Pp= 281.25# Vsf 437.54 1262.3psf