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HomeMy WebLinkAboutDOC-2021-Eng Calcs & Details -�9pit t;UDECDZ 3 G1T Y Engineering Calculations & Details4 ° , R [Project] [Date] 1478 - SCOTT 7/27/2021 [Site] [Rev] XXX OAKES AVE ANACORTES, WA 98221 [Client] [Scope] ❑X Lateral Design L E: A R ❑ Exterior Posts © Beam (Vertical) Loads HOMES ❑X 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 C D1 85 MPH 110 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. WNE ofVA S 46 _ �s 5516Q ';SAONA L FINSTFINDESIGN ENGINEERS -ARCHITECTS -PLANNERS 606 COMMERCIAL AVENUE STE D ANACORTES, WASHINGTON 98221 William Obrock, Architect NCARB ph (360) 202-8908 Carlie Anne Berard, PE ph (360) 202-8908 U.S. Seismic Design Maps 7/27/2021 ��GINEF S OSH PD Oakes Ave, Anacortes, WA 98221, USA Latitude, Longitude: 48.5075926,-122.6556458 Go gle Date Design Code Reference Document Risk Category Site Class Type Value SS 1.142 St 0.406 SMS 1.371 SMi null -See Section 11.4.8 SDS 0.914 SD1 null -See Section 11.4.8 Type Value SDC null -See Section 11.4.8 Fa 1.2 F null -See Section 11.4.8 PGA 0.486 FPGA 1.2 PGAM 0.583 TL 16 SsRT 1.142 SsUH 1.257 SsD 1.5 S1RT 0.406 S1UH 0.456 S1D 0.6 PGAd 0.5 CRS 0.909 CRC 0.89 t 3P_vsat d" 20 a1 �1 4e 7/27/2021, 7:57:00 AM ASCE7-16 11 D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s aay.es',lre'�'v' ds; '81V ..h GII Map data ©2021 https://seismicmaps.org 1/2 7/27/2021 U.S. Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. https://seismicrnaps.org 2/2 1-1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 1478.wsw WoodWorks® Shearwalls 2019 (Update 3) July 27, 2021 08:06:29 LeyeL1Qf1_1 55' A C CY) n F-1 I_1 I n E-2 C I I} -10' -5' 0' 5' 10' 15' 20' I_1 0 PORTAL i FRAMES 35' 40' 40' 50' 45' 40' 35' A--- 30' 5' 0' A--- ---------- ---------- 1- ' Segmented ® Perforated ® Force -transfer 0 Non-shearwall ® Aspect factor Orange = Selected wall(s) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Woodworks® Shearwalls 2019 (Update 3) 1478.wsw Project Information DESIGN SETTINGS Jul. 27, 2021 08:07:34 Design Code Wind Standard Seismic Standard IBC 2018/AWC SDPWS 2015 ASCE 7-16 Directional (All heights) ASCE 7-16 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 1.00 1.00 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 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 - - - - - Ignore non -wood -panel shear resistance contribution... Forces based on... Wind Seismic Hold-downs Applied loads when comb'd w/ wood panels when comb'd w/ wood panels 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. 3-1 Drift limit for wind design: 1 / 500 story height Force -transfer strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Wind Seismic ASCE 7-16 Directional (All heights) ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110 mph Risk Category Category IT - All others Serviceability Wind Speed 85 mph Structure Type Regular Exposure Exposure C Building System Bearing Wall Enclosure Partially open Design Category D Min Wind Loads: Walls 16 psf Site Class D Roofs 8 psf Spectral S1: 0.406g Response Acceleration Ss: 1.142g Topographic Information [ft] Shape Height Length Fundamental Period E-W N-S - - - T Used 0.134s 0.134s Site Location: - Approximate Ta Maximum T 0.134s 0.187s 0.134s 0.187s Elev: Oft Flexible building, gust factor = 0.85 Response Factor 6.50 6.50 Case 2 E-W loads N-S loads Fa: 1 . 04 Fv: 1 . 89 Eccentricity (ft) 7.54 7 .50 Loaded at 75 % Woodworks® Shearwans 1478.wsw Jul. 27, 2021 08:07:34 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 2.83 10.0 9.00 13.8 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Sloe Overhang [ft] Block 1 1 Story E-W Ridge Location X,Y = 0.00 3.75 North Side 22.7 1.00 Extent X,Y = 50.25 34.25 South Side 22.7 1.00 Ridge Y Location, Offset 20.88 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 19.00 7.16 West Gable 90.0 1.00 Block 2 1 Story N-S Ridge Location X,Y = 0.25 0.25 North Joined 157.3 1.00 Extent X,Y = 22.75 9.75 South Gable 90.0 1.00 Ridge X Location, Offset 11.63 0.00 East Side 22.7 1.00 Ridge Elevation, Height 16.59 4.76 West Side 22.7 1.00 Block 3 1 Story N-S Ridge Location X,Y = 6.25 -2 .25 North Joined 90.0 1.00 Extent X,Y = 10.75 2.50 South Gable 90.0 1.00 Ridge X Location, Offset 11.63 0.00 East Side 22.7 1.00 Ridge Elevation, Height 14.08 2.25 West Side 22.7 1.00 Block 4 1 Story N-S Ridge Location X,Y = 30.25 -12.00 North Joined 157.3 1.00 Extent X,Y = 19.75 22.25 South Gable 90.0 1.00 Ridge X Location, Offset 40.12 0.00 East Side 22.7 1.00 Ridge Elevation, Height 15.96 4.13 West Side 22.7 1.00 WoodWorks® Shearwalls 1478.wsw Jul. 27, 2021 08:07:34 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 Ibs/in in in 1 Ext Struct Sh OSB 24/16 7/16 - - Vert 83500 8d Nail N 6 12 Y 1,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables (created by program) Surf— Exterior or interior surface when applied to exterior wall Ratng— Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in Ib/in. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof — roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A 1 (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: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 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 Grpin Species Grade b d Spcg in in SG E Standard Wall I pSIA6 1 S-P-F Stud 1.50 5.50 16 1 0.42 1.20 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. WoodWorks® Shearwalls 1478.wsw Jul. 27, 2021 08:07:34 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 The following under -capacity shearlines were found: 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. SEE CALCULATIONS IN NEXT SECTION : M 14 11 1101TA 2111*110z ind Loads, Flexible Diaphragm U er-capacity hold-downs were found on the following walls Lev 1: C-1, D-1, F-1, 3-1, 4-1, 5-1 Wind Lo s, Rigid Diaphragm Under -cap 'ty hold-downs were found on the following walls: Level 1: C-1, -1, E-1, E-3, 1-1 Seismic Loads, xible Diaphragm Under -capacity hold wns were found on the following walls: Level 1: C-1, D-1, F-1, 1, 4-1 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 CC.2.2 (wind) or 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 15 WoodWorks® Shearwalls 1478.wsw Jul. 27, 2021 08:07:34 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line 1 Level 1 Lnl, Levl - S->N - - 844 - - - - - - 9460 - - N->S - - 774 - - - - - - 9460 - Wall 1-1 1 S->N - - 844 - 1.0 - 335 - - 9460 - 1 N->S - - 774 - 1.0 - 335 - - 9460 - Seg. 1 - S->N 29.9 0.0 381 - 1.0 - 335 - 335 4270 0.09 - N->S 27.4 0.0 349 - 1.0 - 335 - 335 4270 0.08 Seg. 2 - S->N 29.9 0.0 254 - 1.0 - 335 - 335 2846 0.09 - N->S 27.4 0.0 233 - 1.0 - 335 - 335 2846 0.08 Seg. 3 - S->N 29.9 0.0 209 - 1.0 - 335 - 335 2344 0.09 - N->S 27.4 0.0 192 - 1.0 - 335 - 335 2344 0.08 Line 3 Ln3, Levl - S->N - - 1407 - - - - - - 2093 - - N->S - - 1201 - - - - - - 2093 - Wall 3-1 1 S->N 225.1 - 1407 - 1.0 - 335 - 335 2093 0.67 1 N->S 192.1 - 1201 - 1.0 - 335 - 335 2093 0.57 Line 4 Ln4, Levl - S->N - - 1054 - - - - - - 1344 - - N->S - - 1013 - - - - - - 1344 - Wall 4-1 1^ S->N 248.0 - 1054 - .94 - 335 - 316 1344 0.78 1 N->S 238.4 - 1013 - .94 - 335 - 316 1344 0.75 Line 5 Ln5, Levl - S->N - - 1057 - - - - - - 2763 - - N->S - - 1136 - - - - - - 2763 - Wall 5-1 1 S->N 128.1 - 1057 - 1.0 - 335 - 335 2763 0.38 1 N->S 137.7 - 1136 - 1.0 - 335 - 335 2763 0.41 Line 6 Ln6, Levl - S->N - - 2291 - - - - - - 7451 - - N->S - - 2298 - - - - - - 7451 - Wall 6-1 1 S->N 103.0 - 2291 - 1.0 - 335 - 335 7451 0.31 1 N->S 103.3 - 2298 - 1.0 - 335 - 335 7451 0.31 Line 8 Ln8, Levl - S->N - - 1783 - - - - - - 15404 - - N->S - - 1740 - - - - - - 15404 - Wall 8-1 1 S->N - - 1783 - 1.0 - 335 - - 15404 - 1 N->S - - 1740 - 1.0 - 335 - - 15404 - Seg. 1 - S->N 38.8 0.0 1153 - 1.0 - 335 - 335 9963 0.12 - N->S 37.8 0.0 1125 - 1.0 - 335 - 335 9963 0.11 Seg. 2 - S->N 38.8 0.0 630 - 1.0 - 335 - 335 5442 0.12 - N->S 37.8 0.0 615 - 1.0 - 335 - 335 5442 0.11 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line C Level 1 LnC, Levl - Both - - 1626 - - - - - - 2093 - Wall C-1 1 Both 260.2 - 1626 - 1.0 - 335 - 335 2093 0.78 Line D LnD, Levl - Both - - 813 - - - - - - 2009 - Wall D-1 1 Both 135.5 - 813 - 1.0 - 335 - 335 2009 0.40 Line E LnE, Levl - Both - - 2005 - - - - - - 10046 - Wall E-1 1 Both - - 919 - 1.0 - 335 - - 4605 - Seg. 1 - Both 66.8 0.0 551 - 1.0 - 335 - 335 2763 0.20 Seg. 2 - Both 66.8 0.0 368 - 1.0 - 335 - 335 1842 0.20 Wall E-2 1 Both 0.0 - 0 - 1.0 - 335 - - - - Wall E-3 1 Both - - 1086 - 1.0 - 335 - - 5442 - Seg. 1 - Both 66.8 0.0 351 - 1.0 - 335 - 335 1758 0.20 Seg. 2 - Both 66.8 0.0 735 - 1.0 - 335 - 335 3684 0.20 Line F LnF, Levl - Both - - 1860 - - - - - - 4093 - Wall F-1 1 Both - - 1860 - 1.0 - 335 - - 4093 - Seg. 1 - Both 118.4 0.0 414 - .78 - 260 - 260 912 0.45 Seg. 2 - Both 152.2 0.0 1141 - 1.0 - 335 - 335 2512 0.45 Seg. 3 - Both 101.5 0.0 304 - .67 - 223 - 223 670 0.45 Line G LnG, Levl -I Both - - 425 - - - - - - 5139 1 - 16 WoodWorks® Shearwalls 1478.wsw Jul. 27, 2021 08:07:34 SHEAR RESULTS (flexible wind design, continued) l G-1 1 Both 27.7 - 305 - 1.0 - 335 - 335 3684 0.08 l G-2 1 Both - - 120 - 1.0 - 335 - - 1456 - g. 1 F - Both 20.0 0.0 65 - .72 - 242 - 242 786 0.08 g. 2 - Both 18.5 0.0 55 - .67 - 223 - 223 670 0.08 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full -height sheathing (FHS) vmax/vft - Perforated walls: Collector and in -plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force -transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force -transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS 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 criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 17 WoodWorks® Shearwalls 1478.wsw Jul. 27, 2021 08:07:34 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [Ibs] Diaphragm Force [Ibs] Ibs s .ft E-W N-S E-W: Fpx Design N-S: Fpx Design 1 55855 1917.1 6804 6804 6192 6192 6192 6192 All 55855 - 6804 6804 - - - - Legend: Mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Story Shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm Force — Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0 for Seismic Design Category A as per ASCE 7 12.4.2.2. 33 WoodWorks® Shearwalls 1478.wsw Jul. 27, 2021 08:07:34 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line 1 Level 1 Lnl, Levl - Both - - 703 - - - - - - 6757 - wall 1-1 1 Both - - 703 - 1.0 - 239 - - 6757 - Seg. 1 - Both 24.9 0.0 317 - 1.0 - 239 - 239 3050 0.10 Seg. 2 - Both 24.9 0.0 212 - 1.0 - 239 - 239 2033 0.10 Seg. 3 - Both 24.9 0.0 174 - 1.0 - 239 - 239 1674 0.10 Line 3 Ln3, Levl - Both - - 689 - - - - - - 1495 - Wall 3-1 1 Both 110.2 - 689 - 1.0 - 239 - 239 1495 0.46 Line 4 Ln4, Levl - Both - - 467 - - - - - - 960 - Wall 4-1 1 Both 109.9 - 467 - .94 - 239 - 226 960 0.49 Line 5 Ln5, Levl - Both - - 449 - - - - - - 1973 - Wall 5-1 1 Both 54.5 - 449 - 1.0 - 239 - 239 1973 0.23 Line 6 Ln6, Levl - Both - - 1203 - - - - - - 5322 - Wall 6-1 1 Both 54.1 - 1203 - 1.0 - 239 - 239 5322 0.23 Line 8 Ln8, Levl - Both - - 1251 - - - - - - 11003 - Wall 8-1 1 Both - - 1251 - 1.0 - 239 - - 11003 - Seg. 1 - Both 27.2 0.0 809 - 1.0 - 239 - 239 7116 0.11 Seg. 2 - Both 27.2 0.0 442 - 1.0 - 239 - 239 3887 0.11 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line C Level 1 LnC, Levl - Both - - 869 - - - - - - 1495 - Wall C-1 1 Both 139.1 - 869 - 1.0 - 239 - 239 1495 0.58 Line D LnD, Levl - Both - - 629 - - - - - - 1435 - Wall D-1 1 Both 104.8 - 629 - 1.0 - 239 - 239 1435 0.44 Line E LnE, Levl - Both - - 1587 - - - - - - 7176 - Wall E-1 1 Both - - 727 - 1.0 - 239 - - 3289 - Seg. 1 - Both 52.9 0.0 436 - 1.0 - 239 - 239 1973 0.22 Seg. 2 - Both 52.9 0.0 291 - 1.0 - 239 - 239 1316 0.22 Wall E-2 1 Both 0.0 - 0 - 1.0 - 239 - - - - Wall E-3 1 Both - - 860 - 1.0 - 239 - - 3887 - Seg. 1 - Both 52.9 0.0 278 - 1.0 - 239 - 239 1256 0.22 Seg. 2 - Both 52.9 0.0 582 - 1.0 - 239 - 239 2631 0.22 Line F LnF, Levl - Both - - 1260 - - - - - - 2924 - Wall F-1 1 Both - - 1260 - 1.0 - 239 - - 2924 - Seg. 1 - Both 80.2 0.0 281 - .78 - 186 - 186 651 0.43 Seg. 2 - Both 103.1 0.0 773 - 1.0 - 239 - 239 1794 0.43 Seg. 3 - Both 68.7 0.0 206 - .67 - 159 - 159 478 0.43 Line G LnG, Levl - Both - - 417 - - - - - - 3671 - Wall G-1 1 Both 27.2 - 299 - 1.0 - 239 - 239 2631 0.11 Wall G-2 1 Both - - 118 - 1.0 - 239 - - 1040 - Seg. 1 - Both 19.6 0.0 64 - .72 - 173 - 173 561 0.11 Seg. 2 - Both 18.1 0.0 54 - .67 - 159 - 159 478 0.11 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir- Direction of seismic force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full -height sheathing (FHS) vmax/vft - Perforated walls: Collector and in -plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force -transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force -transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS 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. 34 1478 Wind Wind Speed Anchor bolt up lift Shear Wall A WA= Shear Wall A 1 WA1= Shear Wall B WB= Shear Wall C Wc= Shear Wall D WD= VOLT 110 mph VASD 85 mph 150.00 plf 225.00 plf 300.00 plf 450.00 plf 600.00 plf Capacity of Tie downs STHD10 3730lbs Anchor bolt capacity = 900 Ibs Longitudinal Design Base Shear Hold Downs # Req'd Wall Height H = 9.00 ft Wall line 1 -Total Legnth of walls , L= 6.00 ft SW-3-1 C FUPLIFT = P*H/L - W*L/2 = 760.50 Ibs 0.203887 P= 1407.00 Ibs Wall line 1 -Total Legnth of walls, L= 4.00 ft SW-4-1 C FuPLiFT = P*H/L - W*L/2 = 1471.50 Ibs 0.394504 P= 1054.00 Ibs Wall line 1 -Total Legnth of walls , L= 8.00 ft SW-5-1 C FDPUFT = P*H/L - W*L/2 = -522.00 Ibs -0.13995 P= 1136.00 Ibs Transverse Design Base Shear Hold Downs Wall line 1 -Total Legnth of walls, L= 6.00 ft SW-C-1 C FUPLiFT = P*H/L - W*L/2 = 1089.00 Ibs 0.291957 P= 1626 Ibs Wall line 1 -Total Legnth of walls , L= 6.00 ft SW-D-1 C FDPUFT = P*H/L - W*L/2 = -130.50 Ibs -0.03499 P= 813 Ibs Wall line 1 -Total Legnth of walls , L= 7.50 ft SW-F-1 C FUPLIFT = P*H/L - W*L/2 = -318.30 Ibs -0.08534 P= 1141 Ibs Page 1 DATE: 7/26/2021 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES REVIEWED BY: Carlie Berard PROJ. ADDRESS: -- PROJECT NAME: New Project LEVEL: Roof LOADING: ASD MEMBER NAME: TYPICAL HEADER CODE: 2018 International Building Code MEMBER 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 Start (ft): 0 End (ft): 7 Member Slope: 0/12 Actual Length (ft): 7 Roof Pitch: 0112 Area Ix ly BSW Lams G Kcr (in') (in") (in") (Ibf/ft) Creep Factor 26.25 123.05 26.8 5.99 1 0.5 1 IMMURP.T.T.M.N.Em Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc-L 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 Cvr = 1 WRTITL An �. Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 7 0 7 0 1.00 0.99 1.00 1.00 .. . PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (55.0%) 137.2 304.8 0 D+S 1.15 Bending Stress Y (psi) PASS (44.3%) 1536.6 2760.0 3.5 D+S 1.15 Deflection (in) PASS (64.1%) 0.167 (=L/502) 0.467 (=L/180) 3.5 D+Lr Bearing Stress (psi) PASS (69.8%) 196.0 650.0 0 D+S 1.15 • iL 1141111111V Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH A 913 0 1487 1487 0 0 0 0 0 0 0 B 913 0 1488 1488 0 0 0 0 0 0 0 Reaction Location A B Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) 255 255 0 7 Dead Y Uniform (Ibf/ft) 425 425 0 7 Roof Live Y Uniform (Ibf/ft) 425 425 0 7 Snow Y Self Weight (Ibf/ft) 5.99 5.99 0 7 Dead Y PROJECT: New Project 2018 International Building Code ASD Page 1 DATE: 2/10/2021 COMPANY: VITRUVIUS BUILD: StruCalc DESIGNED BY: CUSTOMER: LEXAR HOMES REVIEWED BY: PROJECT LOCATION: Carlie Berard Carlie Berard LEVEL: LOADING: ASD LOCATION: GARAGE HEADER CODE: 2018 International Building Code TYPE: ROOF BEAM NDS: 2018 NDS (Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 3.5 X 12 DRY jaw Start (ft): 0 End (ft): 16 Member Slope: 0/12 Actual Length (ft): 16 Roof Pitch: 0/12 Area Ix ly BSW Lams G Kcr (in Z) (in") (in°) (Ibf/ft) Creep Factor 42 504 42.88 9.58 1 0.5 1 INETUMM • • • Fbx+ Fbx- Fby Ft Fvx Fvy Fc Fc-L 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 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 Cvr = 1 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 'A55-hF PASS/FAIL MAGNITUDE STRENGTH LOCATION (ft) LOAD COMBO DURATION FACTOR CD Shear Stress Y (psi) PASS (80.4%) 59.9 304.8 0 D+S 1.15 Bending Stress Y (psi) PASS (65.3%) 958.1 2760.0 8 D+S 1.15 Deflection (in) PASS (68.1%) 0.341 (=L/564) 1.067 (=L/180) 8 D+Lr Bearing Stress (psi) PASS (78.9%) 136.9 650.0 0 D+S 1.15 MR-IN"S I, MW Units for V: Ibf Units for M: Ibf-ft Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH 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 B Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) 100 100 0 16 Dead Y Uniform (Ibf/ft) 100 100 0 16 Roof Live Y Uniform (Ibf/ft) 100 100 0 16 Snow Y Self Weight (Ibf/ft) 9.58 9.58 0 16 Dead Y Project Name: New Project 2018 International Building Code ASD Page 1 DATE: 3/1/2021 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES REVIEWED BY: Carlie Berard PROJECT LOCATION: LEVEL: 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: 0 (ft) (3) #4 Long, (3) #4 Short • Wk 1395 PSF 1395 PSF X Ly d I I �E 2 • 15' 2. _" ' 1345 PSF 1345 PSF FOOTING fc' (psi) Ec (psi) Density (Ibf/ft;) Width (ft) Length (ft) Depth (in) Volume (ft') 2500 2880952 145 2 2 12 4 CALCULATION VARIABLES Bo (in) (D-X (D-Y 58 0 0 COLUMN Width (in) Length (in) Material Offset (in) 6 6 Concrete 0 SOIL Bearing Strength (Ibf/ft2) Density (Ibf/ft') Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 0 3 REBAR Bar Size # # Bars Long # Bars Short fy (psi) Es (psi) 4 3 3 40000 2.9E+07 .. PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO Soil Bearing Pressure (Ibf/ft') PASS (7.0%) 1395.0 1500.0 D+L Two -Way Shear (Punching) (Ibf) PASS (89.2%) 8000.0 73950.0 1.2D+1.6L+0.5Lr One -Way Shear X (Ibf) PASS (98.9%) 166.7 15300.0 1.2D+1.6L+0.5Lr Moment X (Ibf-ft) PASS (77.5%) 1125.0 5000.0 1.2D+1.6L+0.5Lr One -Way Shear Y (Ibf) PASS (98.9%) 166.7 15300.0 1.2D+1.6L+0.5Lr Moment Y (Ibf-ft) PASS (77.5%) 1125.0 5000.0 1.2D+1.6L+0.5Lr Crushing (Ibf) PASS (83.9%) 222.2 1381.3 1.2D+1.6L+0.5Lr •M Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (Ibf) 5000 0 Live Z Project Name: New Project 2018 International Building Code Page 1 DATE: 7/26/2021 VITRUVIUS BUILD: StruCalc CUSTOMER: LEXAR HOMES PROJ. ADDRESS: -- COMPANY: -- DESIGNED BY: Carlie Berard REVIEWED BY: Carlie Berard PROJECT NAME: New Project LEVEL: Main Floor LOADING: MEMBER NAME: New Continuous Footing CODE: 2018 International Building Code MEMBER TYPE: CONTINUOUS FOOTING ACI: ACI 318-14 MATERIAL: Concrete 1.3334 (ft) Wide X 8 (in) Deep Soil Depth TOF: 0 (ft) Unreinforced (Plain) Concrete • • •• • 'i MLA 1. 4' 14 s ELTRITMET ..•. FOOTING fc' (psi) Ec (psi) Density (Ibf/ft;) Width (ft) Depth (in) 2500 2880952 145 1.3334 8 STEM WALL Width (in) Height (in) Material Offset (in) 8 24 Concrete 0 SOIL Bearing Strength (Ibf/ftZ) Density (Ibf/ft3) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 0 0 REBAR Bar Size # Transv. Spacing (in) # Longit. Bars fy (psi) Es (psi) None None None 40000 2.9E+07 • / • PASS/FAIL MAGNITUDE STRENGTH LOAD COMBO Soil Bearing Pressure (Ibf/ftZ) PASS (32.7%) 1009.4 1500.0 D+0.75L+0.75S One -Way Shear Y (Ibf) PASS (90.4%) 390.7 4050.0 1.2D+1.6S+L Moment Y (Ibf-ft) PASS (66.9%) 297.7 900.0 1.2D+1.6S+L Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (Ibf/ft) 425 425 0 1 Roof Live Z Uniform (Ibf/ft) 255 255 0 1 Dead Z Uniform (Ibf/ft) 425 425 0 1 Snow Z Uniform (Ibf/ft) 280 280 0 1 Live Z Uniform (Ibf/ft) 105 105 0 1 Dead Z Uniform (Ibf/ft) 135 135 0 1 Dead Z Stemwall Weight (Ibf/ft) 193.33 193.33 0 1 Dead Z *** STEM WALL IS NOT ENGINEERED PROJECT: New Project 2018 International Building Code