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HomeMy WebLinkAboutBLD2021-00151-07B- ENGINEERING Engineering Calculations & Details 606 COMMERCIAL AVENUE STE D ANACORTES, WASHINGTON 98221 William Obrock, Architect NCARB ph (360) 915-9142 ext. 123 Carlie Anne Berard, PE ph (360) 915-9142 ext. 123 [Project] [Date] 1616 - KING 2/19/2021 [Site] [Rev] XXX MACHIAS LOOP RD PORT TOWNSEND, WA 96368 [Client] [Scope] ☒ Lateral Design ☐ Exterior Posts ☒ Beam (Vertical) Loads ☒ Isolated/Special Footing(s) ☒ Foundation Footings (ONLY) ☐ Foundation Stem Walls ☐ Isolated/Special Conc Wall and/or Basement Walls ☐ Other Ground Load Roof Snow Load Exposure Seismic Zone Wind ASD Wind ULT N/A 25 PSF B D0 110 MPH 130 MPH Please note both professionals below, collectively with Einstein Design, should be considered the professional of record for the project above. If a change, revision, or clarification is requested/required, either party, in their individual capacity, shall be permitted to give direction and act as the professional of record for this project. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.11616.wsw Feb. 19, 2021 12:17:17 -15'-10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75'80'85' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' G-1 D-1 1- 1 3 - 1 B-12- 1 A-1 5 - 1 B-2 4 - 1 F-1 6- 1 C-1 5 - 3 4- 2 5- 2 E-1 Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 1 of 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1 1616.wsw Feb. 19, 2021 13:01:41 Project Information DESIGN SETTINGS Design Code IBC 2015/AWC SDPWS 2015 Wind Standard ASCE 7-10 Directional (All heights) Seismic Standard ASCE 7-10 Load Combinations For Design (ASD) 0.70 Seismic + 0.60 Dead 0.60 Wind + 0.60 Dead For Deflection (Strength) 1.00 Seismic + 0.90 Dead 1.00 Wind + 0.90 Dead Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 15% <=19% 10% <=19% Max Shearwall Offset [ft] Plan (within story) 0.50 Elevation (between stories) - Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity 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 SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 130 mph Exposure Exposure B Enclosure Enclosed Structure Type Regular Building System Bearing Wall Design Category D Site Class D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 0ft Avg Air density: 0.0765 lb/cu ft Flexible building, gust factor = 0.85 Spectral Response Acceleration S1: 0.493g Ss: 1.351g Fundamental Period E-W N-S T Used 0.135s 0.135s Approximate Ta 0.135s 0.135s Maximum T 0.189s 0.189s Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.51 Case 2 N-S loadsE-W loads Eccentricity (ft)9.75 6.90 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 100 mph 1 WoodWorks® Shearwalls 1616.wsw Feb. 19, 2021 13:01:41 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 11.83 0.0 Level 1 2.83 10.0 9.00 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 9.50 North Side 22.5 1.00 Extent X,Y =58.00 36.50 South Side 22.5 1.00 Ridge Y Location, Offset 27.75 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 19.39 7.56 West Gable 90.0 1.00 Block 2 1 Story N-S Ridge Location X,Y =0.00 3.00 North Joined 157.5 1.00 Extent X,Y =28.00 6.50 South Gable 90.0 1.00 Ridge X Location, Offset 14.00 0.00 East Side 22.5 1.00 Ridge Elevation, Height 17.63 5.80 West Side 22.5 1.00 Block 3 1 Story N-S Ridge Location X,Y =0.00 0.00 North Joined 90.0 1.00 Extent X,Y =16.00 3.00 South Gable 90.0 1.00 Ridge X Location, Offset 8.00 0.00 East Side 22.5 1.00 Ridge Elevation, Height 15.15 3.31 West Side 22.5 1.00 Block 4 1 Story N-S Ridge Location X,Y =35.00 2.50 North Joined 157.5 1.00 Extent X,Y =23.00 7.00 South Gable 90.0 1.00 Ridge X Location, Offset 46.50 0.00 East Side 22.5 1.00 Ridge Elevation, Height 16.60 4.76 West Side 22.5 1.00 Block 5 1 Story N-S Ridge Location X,Y =58.00 11.00 North Gable 90.0 1.00 Extent X,Y =7.00 20.50 South Gable 90.0 1.00 Ridge X Location, Offset 58.00 -3.50 East Side 22.5 1.00 Ridge Elevation, Height 14.73 2.90 West Side 90.0 1.00 2 WoodWorks® Shearwalls 1616.wsw Feb. 19, 2021 13:01:41 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 -3 Vert 83500 8d Nail N 6 12 Y 3 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 lb/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 A1 (casing sizes = box sizes). Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1-1/8”. 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, 1-1/4” long. 5/8” 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: 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 psi^6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Std. Wall 2 5 4 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. 3 WoodWorks® Shearwalls 1616.wsw Feb. 19, 2021 13:01:41 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 Under-capacity hold-downs were found on the following walls: Level 1: B-1, B-2, E-1, 3-1, 4-1, 4-2 Wind Loads, Rigid Diaphragm Under-capacity hold-downs were found on the following walls: Level 1: A-1, B-1, 1-1 Seismic Loads, Flexible Diaphragm Under-capacity hold-downs were found on the following walls: Level 1: B-1, B-2, E-1 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). 12 WoodWorks® Shearwalls 1616.wsw Feb. 19, 2021 13:01:41 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 V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 1 Ln1, Lev1 - S->N - - 2371 - - - - - - 14742 - - N->S - - 2173 - - - - - - 14742 - Wall 1-1 1 S->N - - 2371 - 1.0 - 364 - - 14742 - 1 N->S - - 2173 - 1.0 - 364 - - 14742 - Seg. 1 - S->N 58.5 - 1054 - 1.0 - 364 - 364 6552 0.16 - N->S 53.7 - 966 - 1.0 - 364 - 364 6552 0.15 Seg. 2 - S->N 58.5 - 380 - 1.0 - 364 - 364 2366 0.16 - N->S 53.7 - 349 - 1.0 - 364 - 364 2366 0.15 Seg. 3 - S->N 58.5 - 937 - 1.0 - 364 - 364 5824 0.16 - N->S 53.7 - 858 - 1.0 - 364 - 364 5824 0.15 Line 3 Ln3, Lev1 - S->N - - 2656 - - - - - - 4914 - - N->S - - 2495 - - - - - - 4914 - Wall 3-1 1 S->N 196.7 - 2656 - 1.0 - 364 - 364 4914 0.54 1 N->S 184.8 - 2495 - 1.0 - 364 - 364 4914 0.51 Line 4 Ln4, Lev1 - S->N - - 2156 - - - - - - 7826 - - N->S - - 2064 - - - - - - 7826 - Wall 4-1 1 S->N 100.3 - 1404 - 1.0 - 364 - 364 5096 0.28 1 N->S 96.0 - 1344 - 1.0 - 364 - 364 5096 0.26 Wall 4-2 1 S->N 100.3 - 752 - 1.0 - 364 - 364 2730 0.28 1 N->S 96.0 - 720 - 1.0 - 364 - 364 2730 0.26 Line 5 Ln5, Lev1 - S->N - - 2024 - - - - - - 10920 - - N->S - - 1932 - - - - - - 10920 - Wall 5-1 1 S->N 67.5 - 506 - 1.0 - 364 - 364 2730 0.19 1 N->S 64.4 - 483 - 1.0 - 364 - 364 2730 0.18 Wall 5-2 1 S->N 67.5 - 472 - 1.0 - 364 - 364 2548 0.19 1 N->S 64.4 - 451 - 1.0 - 364 - 364 2548 0.18 Wall 5-3 1 S->N 67.5 - 1046 - 1.0 - 364 - 364 5642 0.19 1 N->S 64.4 - 998 - 1.0 - 364 - 364 5642 0.18 Line 6 Ln6, Lev1 1 Both 10.8 - 222 - 1.0 - 364 - 364 7462 0.03 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 - W->E - - 132 - - - - - - 4004 - - E->W - - 144 - - - - - - 4004 - Wall A-1 1 W->E - - 132 - 1.0 - 364 - - 4004 - 1 E->W - - 144 - 1.0 - 364 - - 4004 - Seg. 1 - W->E 12.0 - 66 - 1.0 - 364 - 364 2002 0.03 - E->W 13.1 - 72 - 1.0 - 364 - 364 2002 0.04 Seg. 2 - W->E 12.0 - 66 - 1.0 - 364 - 364 2002 0.03 - E->W 13.1 - 72 - 1.0 - 364 - 364 2002 0.04 Line B LnB, Lev1 - W->E - - 2129 - - - - - - 3964 - - E->W - - 2159 - - - - - - 3964 - Wall B-1 1 W->E - - 1065 - 1.0 - 364 - - 1982 - 1^E->W - - 1079 - 1.0 - 364 - - 1982 - Seg. 1 - W->E 152.1 - 532 - .78 - 283 - 283 991 0.54 - E->W 154.2 - 540 - .78 - 283 - 283 991 0.54 Seg. 2 - W->E 152.1 - 532 - .78 - 283 - 283 991 0.54 - E->W 154.2 - 540 - .78 - 283 - 283 991 0.54 Wall B-2 1 W->E - - 1065 - 1.0 - 364 - - 1982 - 1^E->W - - 1079 - 1.0 - 364 - - 1982 - Seg. 1 - W->E 152.1 - 532 - .78 - 283 - 283 991 0.54 - E->W 154.2 - 540 - .78 - 283 - 283 991 0.54 Seg. 2 - W->E 152.1 - 532 - .78 - 283 - 283 991 0.54 - E->W 154.2 - 540 - .78 - 283 - 283 991 0.54 Line E LnE, Lev1 - W->E - - 3525 - - - - - - 6734 - - E->W - - 3363 - - - - - - 6734 - Wall E-1 1 W->E - - 3525 - 1.0 - 364 - - 6734 - 1 E->W - - 3363 - 1.0 - 364 - - 6734 - Seg. 1 - W->E 190.5 - 3144 - 1.0 - 364 - 364 6006 0.52 13 WoodWorks® Shearwalls 1616.wsw Feb. 19, 2021 13:01:41 SHEAR RESULTS (flexible wind design, continued) - E->W 181.8 - 2999 - 1.0 - 364 - 364 6006 0.50 Seg. 2 - W->E 127.0 - 381 - .67 - 243 - 243 728 0.52 - E->W 121.2 - 364 - .67 - 243 - 243 728 0.50 Line G LnG, Lev1 - W->E - - 1142 - - - - - - 11486 - - E->W - - 1125 - - - - - - 11486 - Wall G-1 1 W->E - - 1142 - 1.0 - 364 - - 11486 - 1 E->W - - 1125 - 1.0 - 364 - - 11486 - Seg. 1 - W->E 36.2 - 199 - 1.0 - 364 - 364 2002 0.10 - E->W 35.6 - 196 - 1.0 - 364 - 364 2002 0.10 Seg. 2 - W->E 36.2 - 235 - 1.0 - 364 - 364 2366 0.10 - E->W 35.6 - 232 - 1.0 - 364 - 364 2366 0.10 Seg. 3 - W->E 36.2 - 253 - 1.0 - 364 - 364 2548 0.10 - E->W 35.6 - 250 - 1.0 - 364 - 364 2548 0.10 Seg. 4 - W->E 32.2 - 129 - .89 - 324 - 324 1294 0.10 - E->W 31.7 - 127 - .89 - 324 - 324 1294 0.10 Seg. 5 - W->E 36.2 - 253 - 1.0 - 364 - 364 2548 0.10 - E->W 35.6 - 250 - 1.0 - 364 - 364 2548 0.10 Seg. 6 - W->E 24.1 - 72 - .67 - 243 - 243 728 0.10 - E->W 23.8 - 71 - .67 - 243 - 243 728 0.10 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of 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 = 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 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 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. 14 WoodWorks® Shearwalls 1616.wsw Feb. 19, 2021 13:01:41 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [lbs]Diaphragm Force Fpx [lbs] [lbs] [sq.ft]E-W N-S E-W N-S 1 46931 2602.5 6503 6503 8454 8454 All 46931 - 6503 6503 - - 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 = 0.90; Ev = 0.180 D unfactored; 0.126 D factored; total dead load factor: 0.6 - 0.126 = 0.474 tension, 1.0 + 0.126 = 1.126 compression. 41 WoodWorks® Shearwalls 1616.wsw Feb. 19, 2021 13:01:41 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 1 Ln1, Lev1 - Both - - 1239 - - - - - - 10530 - Wall 1-1 1 Both - - 1239 - 1.0 - 260 - - 10530 - Seg. 1 - Both 30.6 - 551 - 1.0 - 260 - 260 4680 0.12 Seg. 2 - Both 30.6 - 199 - 1.0 - 260 - 260 1690 0.12 Seg. 3 - Both 30.6 - 490 - 1.0 - 260 - 260 4160 0.12 Line 3 Ln3, Lev1 - Both - - 1049 - - - - - - 3510 - Wall 3-1 1 Both 77.7 - 1049 - 1.0 - 260 - 260 3510 0.30 Line 4 Ln4, Lev1 - Both - - 926 - - - - - - 5590 - Wall 4-1 1 Both 43.1 - 603 - 1.0 - 260 - 260 3640 0.17 Wall 4-2 1 Both 43.1 - 323 - 1.0 - 260 - 260 1950 0.17 Line 5 Ln5, Lev1 - Both - - 1110 - - - - - - 7800 - Wall 5-1 1 Both 37.0 - 278 - 1.0 - 260 - 260 1950 0.14 Wall 5-2 1 Both 37.0 - 259 - 1.0 - 260 - 260 1820 0.14 Wall 5-3 1 Both 37.0 - 574 - 1.0 - 260 - 260 4030 0.14 Line 6 Ln6, Lev1 1 Both 11.1 - 228 - 1.0 - 260 - 260 5330 0.04 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 - Both - - 167 - - - - - - 2860 - Wall A-1 1 Both - - 167 - 1.0 - 260 - - 2860 - Seg. 1 - Both 15.1 - 83 - 1.0 - 260 - 260 1430 0.06 Seg. 2 - Both 15.1 - 83 - 1.0 - 260 - 260 1430 0.06 Line B LnB, Lev1 - Both - - 1239 - - - - - - 2831 - Wall B-1 1 Both - - 620 - 1.0 - 260 - - 1416 - Seg. 1 - Both 88.5 - 310 - .78 - 202 - 202 708 0.44 Seg. 2 - Both 88.5 - 310 - .78 - 202 - 202 708 0.44 Wall B-2 1 Both - - 620 - 1.0 - 260 - - 1416 - Seg. 1 - Both 88.5 - 310 - .78 - 202 - 202 708 0.44 Seg. 2 - Both 88.5 - 310 - .78 - 202 - 202 708 0.44 Line E LnE, Lev1 - Both - - 1983 - - - - - - 4810 - Wall E-1 1 Both - - 1983 - 1.0 - 260 - - 4810 - Seg. 1 - Both 107.2 - 1769 - 1.0 - 260 - 260 4290 0.41 Seg. 2 - Both 71.5 - 214 - .67 - 173 - 173 520 0.41 Line G LnG, Lev1 - Both - - 1163 - - - - - - 8204 - Wall G-1 1 Both - - 1163 - 1.0 - 260 - - 8204 - Seg. 1 - Both 36.8 - 203 - 1.0 - 260 - 260 1430 0.14 Seg. 2 - Both 36.8 - 240 - 1.0 - 260 - 260 1690 0.14 Seg. 3 - Both 36.8 - 258 - 1.0 - 260 - 260 1820 0.14 Seg. 4 - Both 32.8 - 131 - .89 - 231 - 231 924 0.14 Seg. 5 - Both 36.8 - 258 - 1.0 - 260 - 260 1820 0.14 Seg. 6 - Both 24.6 - 74 - .67 - 173 - 173 520 0.14 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir – Direction of seismic force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = 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 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 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. 42 1616 Wind Wind Speed VULT 130 mph VASD 100 mph Anchor bolt up lift Shear Wall A WA= 150.00 plf Capacity of Tie downs Shear Wall A 1 WA1= 225.00 plf Shear Wall B WB= 300.00 plf Shear Wall C WC= 450.00 plf STHD10 3730 lbs Shear Wall D WD= 600.00 plf Anchor bolt capacity =900 lbs Longitudinal Design Base Shear Hold Downs # Req'd Wall Height H =9.00 ft Wall line 1 -Total Legnth of walls , L= 13.00 ft SW-3-1 C FUPLIFT = P*H/L - W*L/2 = -1086.23 lbs -0.29121 P=2656.00 lbs Wall line 1 -Total Legnth of walls , L= 20.00 ft SW-4-1 B FUPLIFT = P*H/L - W*L/2 = -2029.80 lbs -0.54418 P=2156.00 lbs Transverse Design Base Shear Hold Downs Wall line 1 -Total Legnth of walls , L= 12.00 ft SW-B-1 C FUPLIFT = P*H/L - W*L/2 = -1890.75 lbs -0.5069 P=1079 lbs Wall line 1 -Total Legnth of walls , L= 3.00 ft SW-B-2 C FUPLIFT = P*H/L - W*L/2 = 945.00 lbs 0.253351 P=540 lbs Wall line 1 -Total Legnth of walls , L= 21.00 ft SW-E-1 B FUPLIFT = P*H/L - W*L/2 = -1639.29 lbs -0.43949 P=3525 lbs PASS DATE: 11/15/2019 COMPANY: VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR REVIEWED BY: Carlie Berard PROJECT LOCATION: , 98226 LEVEL: LOADING: ASD LOCATION: TYPICAL HEADER 3.5 X 7.5 GLB CODE: 2018 International Building Code TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: GLULAMS Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 3.5 X 7.5 DRY ROOF BEAM DIAGRAM BEAM PROPERTIES Start(ft) 0 End(ft): 6 Pitch: 0/12 Actual Length(ft): 6 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 26.25 123.05 26.8 5.99 1 0.5 1 STRENGTH PROPERTIES Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc⊥Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1528 1100 265 230 1650 650 1800000 950000 1600000 850000 CM 1 1 1 1 1 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 1 1 1 1 1 Bending Adjustment Factors C vr = 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff CL(Top) CL(Bottom) CL(Left) CL(Right) 1 6 0 6 0 1 0.991 0.999 0.999 PASS-FAIL Bending Stress Y (psi) Shear Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS PASS PASS PASS MAGNITUDE 1326 138 0.106 197 STRENGTH 2760 305 0.3 650 LOCATION (ft) 3 6 3 0 LOAD COMBO D+S D+S Dead + Rf Live D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS V-(lbf) M-(lbf-ft) DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 918 0 1500 1500 0 0 0 0 0 0 0 B 918 0 1500 1500 0 0 0 0 0 0 0 Reaction Location A B LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 500 500 0 6 Roof Live Y Uniform (lbf/ft) 500 500 0 6 Snow Y Uniform (lbf/ft) 300 300 0 6 Dead Y Self Weight (lbf/ft) 5.99 5.99 0 6 Dead Y NOTES GARAGE HEADER DIAGRAM PASS DATE: 2/10/2021 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES REVIEWED BY: Carlie Berard PROJECT LOCATION: , . LEVEL: LOADING: ASD LOCATION: GARAGE HEADER CODE: 2018 International Building Code TYPE: ROOF BEAM NDS: 2018 NDS MATERIAL: GLULAMS Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 3.5 X 12 DRY BEAM PROPERTIES Start (ft): 0 End (ft): 16 Member Slope: 0/12 Actual Length (ft): 16 Roof Pitch: 0/12 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 42 504 42.88 9.58 1 0.5 1 STRENGTH PROPERTIES Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc⊥ Ex Exmin Ey Eymin (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) (psi) Base Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 Adjusted Values 2400 1850 1450 1100 265 230 1650 650 1800000 950000 1600000 850000 C M 1 1 1 1 1 1 1 1 1 1 1 1 C T 1 1 1 1 1 1 1 1 1 1 1 1 Bending Adjustment Factors C vr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 16 0 16 0 1.00 0.93 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (80.4%) PASS (65.3%) PASS (68.1%) PASS (78.9%) MAGNITUDE 59.9 958.1 0.341 (=L/564) 136.9 STRENGTH 304.8 2760.0 1.067 (=L/180) 650.0 LOCATION (ft) 0 8 8 0 LOAD COMBO D+S D+S D+Lr D+S DURATION FACTOR CD 1.15 1.15 1.15 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 877 0 800 800 0 0 0 0 0 0 0 B 877 0 800 800 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 100 100 0 16 Dead Y Uniform (lbf/ft) 100 100 0 16 Roof Live Y Uniform (lbf/ft) 100 100 0 16 Snow Y Self Weight (lbf/ft) 9.58 9.58 0 16 Dead Y Page 1 2018 International Building Code ASDProject Name: New Project PASS DATE: 10/10/2019 COMPANY: VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR REVIEWED BY: Carlie Berard PROJECT LOCATION: , 98226 LEVEL: Main Floor LOADING: LOCATION: 24 X 24 X 12 CODE: 2018 International Building Code TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 2 (ft) X 2 (ft) X 12 (in) Soil Depth TOF: 2 (ft) Unreinforced MATERIAL PROPERTIES FOOTING fc' (psi) Ec (psi) Density (lbf/ft³) Width (ft) Length (ft) Depth (in) Volume (ft³) 2500 2880952 145 2 2 12 4 CALCULATION VARIALBES Bo (in) Φ-X Φ-Y 58 0.6 0.6 COLUMN Width (in) Length (in) Material Offset (in) 6 6 Wood 0 SOIL Bearing Strength (lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 2 3 REBAR fy (psi) Es (psi) Size # 40000 2.9E+07 4 PASS-FAIL Soil Bearing Pressure (lb/ft²) Crushing (lbf) Two Way Shear (Punching) (lbf) One Way Shear Y (lbf) Moment X (lb-ft) One Way Shear X (lbf) Moment Y (lb-ft) PASS/FAIL PASS PASS PASS PASS PASS PASS PASS MAGNITUDE 1250 211 7600 158 1069 158 1069 STRENGTH 1500 1381 73950 15300 5000 15300 5000 LOAD COMBO D+S 1.2D+1.6S+L 1.2D+1.6S+L 1.2D+1.6S+L 1.2D+1.6S+L 1.2D+1.6S+L 1.2D+1.6S+L LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (lbf) 1000 - 0 -Dead Z Point (lbf) 1500 - 0 -Roof Live Z Point (lbf) 4000 - 0 -Snow Z NOTES PASS DATE: 10/10/2019 COMPANY: VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR REVIEWED BY: Carlie Berard PROJECT LOCATION: , 98226 LEVEL: Main Floor LOADING: LOCATION: 36 X 36 X 12 CODE: 2018 International Building Code TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 3 (ft) X 3 (ft) X 12 (in) Soil Depth TOF: 2 (ft) False MATERIAL PROPERTIES FOOTING fc' (psi) Ec (psi) Density (lbf/ft³) Width (ft) Length (ft) Depth (in) Volume (ft³) 2500 2880952 145 3 3 12 9 CALCULATION VARIALBES Bo (in) Φ-X Φ-Y 58 0.9 0.9 COLUMN Width (in) Length (in) Material Offset (in) 6 6 Wood 0 SOIL Bearing Strength (lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 2 3 REBAR # Bars Long # Bars Short fy (psi) Es (psi) Size # 5 5 40000 2.9E+07 4 PASS-FAIL Soil Bearing Pressure (lb/ft²) Crushing (lbf) Two Way Shear (Punching) (lbf) One Way Shear Y (lbf) Moment X (lb-ft) One Way Shear X (lbf) Moment Y (lb-ft) PASS/FAIL PASS PASS PASS PASS PASS PASS PASS MAGNITUDE 1222 456 16400 2961 4271 2961 4271 STRENGTH 1500 1381 73950 22950 24716 22950 24716 LOAD COMBO D+S 1.2D+1.6S+L 1.2D+1.6S+L 1.2D+1.6S+L 1.2D+1.6S+L 1.2D+1.6S+L 1.2D+1.6S+L LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (lbf) 3000 - 0 -Dead Z Point (lbf) 4000 - 0 -Roof Live Z Point (lbf) 8000 - 0 -Snow Z NOTES Continuous Footing DIAGRAMS DATE: 3/26/2020 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER:-REVIEWED BY: Carlie Berard PROJECT LOCATION: , - LEVEL: LOADING: LOCATION: New Continuous Footing CODE: 2018 International Building Code TYPE: CONTINUOUS FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 1.33 (ft) Wide X 8 (in) Deep Soil Depth TOF: 0 (ft) Unreinforced (Plain) Concrete MATERIAL PROPERTIES fc' (psi) Ec (psi) Density (lbf/ft³) Width (ft) Depth (in) 2500 2880952 145 1.33 8 width (in) Height (in) Material Offset (in) 8 24 Concrete 0 Bearing Strength (lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 0 0 Bar Size # Transv. Spacing (in) # Longit. Bars fy (psi) Es (psi) None None None 40000 2.9E+07 PASS-FAIL Soil Bearing Pressure (lbf/ft²) One-Way Shear Y (lbf) Moment Y (lbf-ft) PASS/FAIL PASS PASS PASS MAGNITUDE 816 366 279 STRENGTH 1500 4050 900 LOAD COMBO D+0.75L+0.75S 1.2D+1.6S+L 1.2D+1.6S+L LOAD LIST Uniform (lbf/ft) 500 500 0 0 Roof Live Z Uniform (lbf/ft) 300 300 0 0 Dead Z Uniform (lbf/ft) 500 500 0 0 Snow Z Uniform (lbf/ft) 280 280 0 0 Live Z Uniform (lbf/ft) 105 105 0 0 Dead Z Uniform (lbf/ft) 90 90 0 0 Dead Z Stemwall Weight (lbf/ft) 5.33 5.33 0 1 Dead Z Page 1 2018 International Building CodeProject Name: New Project NOTES Footing is designed as plain concrete. Designer shall verify that all applicable code provisions for plain concrete are satisfied. Page 2 2018 International Building CodeProject Name: New Project Location: New Continuous Footing Isolated Footing DIAGRAMS DATE: 2/28/2020 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER:-REVIEWED BY: Carlie Berard PROJECT LOCATION: , - LEVEL: LOADING: LOCATION: Footing 24X42X12 CODE: 2018 International Building Code TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 3.5 (ft) X 2 (ft) X 12 (in) Soil Depth TOF: 0 (ft) (3) #4 Long, (8) #4 Short MATERIAL PROPERTIES fc' (psi) Ec (psi) Density (lbf/ft³) Width (ft) Length (ft) Depth (in) Volume (ft³) 2500 2880952 145 3.5 2 12 7 Bo (in) Φ-X Φ-Y 50 0.6 0.9 Width (in) Length (in) Material Offset (in) 4 4 Concrete 0 Bearing Strength (lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 0 3 Bar Size # # Bars Short # Bars Long fy (psi) Es (psi) 4 8 3 40000 2.9E+07 PASS-FAIL Soil Bearing Pressure (lbf/ft²) Crushing (lbf) Two-Way Shear (Punching) (lbf) One-Way Shear X (lbf) Moment X (lbf-ft) One-Way Shear Y (lbf) Moment Y (lbf-ft) PASS/FAIL PASS PASS PASS PASS PASS PASS PASS MAGNITUDE 1429 1000 16000 1000 2778 4000 5730 STRENGTH 1500 1381 63750 26775 8750 15300 14876 LOAD COMBO D+L 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr LOAD LIST Point (lbf) 10000 - 0 -Live Z Page 1 2018 International Building CodeProject Name: New Project