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HomeMy WebLinkAboutBLD2021-00149-07B- 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] CUSTOM - ROACH 2/16/2021 [Site] [Rev] XXXXX WINDSHIP DRIVE PORT TOWNSEND, WA 98368 [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 11.1custom.wsw Feb. 16, 2021 09:41:16 -30'-25'-20'-15'-10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75' -40' -35' -30' -25' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' H-1 D-1 2 - 1 F-1 3 - 1 A-1 1 - 1 I-1 8- 1 B-1 E-1 G-1 10 - 1 C-1 8- 4 7- 1 6- 1 5- 1 8 - 3 8- 2 4 - 1 Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 1 of 3 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1custom.wsw Feb. 16, 2021 12:09:44 -30'-25'-20'-15'-10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75' -40' -35' -30' -25' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' H-1 D-2 2 - 1 F-1 3 - 1 A-1 1 - 1 I-1 8- 1 B-1 E-1 G-1 10 - 1 C-1 8- 4 5- 1 7- 1 6- 1 8- 2 8 - 3 D-1 Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 2 of 3 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1custom.wsw Feb. 16, 2021 09:41:16 -15'-10'-5'0'5'10'15'20'25'30'35'40'45'50'55' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' H-1 2- 1 I-1 B-1 D-1 9- 1 7- 1 6- 1 5 - 1 E-1E-1 Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Red = Capacity failure for Flexible, Wind design. Level 3 of 3 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1 custom.wsw Feb. 16, 2021 09:48:31 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) 0.83 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: 0.500g Ss: 1.350g Fundamental Period E-W N-S T Used 0.272s 0.272s Approximate Ta 0.272s 0.272s Maximum T 0.381s 0.381s Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.50 Case 2 N-S loadsE-W loads Eccentricity (ft)10.13 9.08 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 100 mph 1 WoodWorks® Shearwalls custom.wsw Feb. 16, 2021 09:48:31 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 31.50 0.0 Level 3 22.50 10.0 9.00 13.8 14.5 Level 2 12.67 10.0 9.00 13.8 14.5 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 3 Story E-W Ridge Location X,Y =0.00 -1.00 North Side 26.5 1.00 Extent X,Y =21.00 26.50 South Side 26.5 1.00 Ridge Y Location, Offset 12.25 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 38.11 6.61 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge Location X,Y =-13.00 -23.50 North Gable 90.0 1.00 Extent X,Y =26.00 27.50 South Gable 90.0 1.00 Ridge X Location, Offset 0.00 0.00 East Side 40.0 1.00 Ridge Elevation, Height 33.41 10.91 West Side 40.0 1.00 Block 3 3 Story N-S Ridge Location X,Y =19.50 -4.00 North Gable 90.0 1.00 Extent X,Y =18.00 33.50 South Gable 90.0 1.00 Ridge X Location, Offset 28.50 0.00 East Side 40.0 1.00 Ridge Elevation, Height 39.05 7.55 West Side 40.0 1.00 Block 4 2 Story N-S Ridge Location X,Y =18.00 -7.50 North Gable 90.0 1.00 Extent X,Y =10.00 4.50 South Gable 90.0 1.00 Ridge X Location, Offset 23.00 0.00 East Side 40.0 1.00 Ridge Elevation, Height 26.70 4.20 West Side 40.0 1.00 Block 5 2 Story E-W Ridge Location X,Y =37.50 -1.00 North Side 26.5 1.00 Extent X,Y =17.00 23.50 South Side 26.5 1.00 Ridge Y Location, Offset 10.75 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 28.36 5.86 West Gable 90.0 1.00 2 WoodWorks® Shearwalls custom.wsw Feb. 16, 2021 09:48:31 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 2 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 3 12 Y 2,3 3 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 2 12 Y 2,3 4 Both Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 3 12 Y 2,3 5 Both Struct Sh OSB 24/16 7/16 -3 Vert 83500 8d Nail N 2 12 Y 2,3 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: 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 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 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 4 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 5 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. 3 WoodWorks® Shearwalls custom.wsw Feb. 16, 2021 09:48:31 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: A-1, B-1, C-1, D-1, F-1, G-1, H-1, I-1, 1-1, 2-1, 3-1, 5-1, 6-1, 7-1, 8-1, 8-2, 8-3, 8-4, 10-1 Level 2: A-1, B-1, D-1, D-2, F-1, G-1, H-1, I-1, 2-1, 3-1, 5-1, 6-1, 7-1, 8-2, 8-3, 8-4, 10-1 Level 3: B-1, D-1, H-1, I-1, 2-1, 5-1, 6-1, 7-1 Wind Loads, Rigid Diaphragm Under-capacity hold-downs were found on the following walls: Level 1: A-1, B-1, C-1, D-1, E-1, F-1, G-1, H-1, I-1, 1-1, 2-1, 3-1, 4-1, 5-1, 6-1, 7-1, 8-1, 8-2, 8-3, 8-4, 10-1 Level 2: A-1, B-1, C-1, D-1, D-2, F-1, G-1, H-1, I-1, 1-1, 2-1, 3-1, 5-1, 6-1, 7-1, 8-2, 8-3, 8-4, 10-1 Level 3: B-1, D-1, H-1, I-1, 2-1, 5-1 Seismic Loads, Flexible Diaphragm Under-capacity hold-downs were found on the following walls: Level 1: A-1, B-1, D-1, F-1, G-1, H-1, I-1, 2-1, 3-1, 5-1, 6-1, 7-1, 8-1, 8-2, 8-3, 8-4 Level 2: A-1, B-1, D-1, D-2, F-1, G-1, H-1, 2-1, 5-1, 6-1, 7-1 Level 3: H-1, 5-1, 6-1, 7-1 Seismic Loads, Rigid Diaphragm Under-capacity hold-downs were found on the following walls: Level 1: A-1, B-1, C-1, D-1, F-1, G-1, H-1, I-1, 1-1, 2-1, 3-1, 5-1, 6-1, 7-1, 8-2, 8-3, 8-4, 10-1 Level 2: A-1, B-1, D-1, D-2, F-1, H-1, 2-1, 5-1, 6-1, 7-1 Level 3: B-1, H-1 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). 26 WoodWorks® Shearwalls custom.wsw Feb. 16, 2021 09:48:31 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 2 Ln1, Lev2 - S->N - - 1315 - - - - - - 8190 - - N->S - - 1321 - - - - - - 8190 - Wall 1-1 1 S->N - - 1315 - 1.0 - 364 - - 8190 - 1 N->S - - 1321 - 1.0 - 364 - - 8190 - Seg. 1 - S->N 58.4 - 526 - 1.0 - 364 - 364 3276 0.16 - N->S 58.7 - 528 - 1.0 - 364 - 364 3276 0.16 Seg. 2 - S->N 58.4 - 789 - 1.0 - 364 - 364 4914 0.16 - N->S 58.7 - 793 - 1.0 - 364 - 364 4914 0.16 Level 1 Ln1, Lev1 1 S->N 95.1 - 2615 - 1.0 - 364 - 364 10010 0.26 1 N->S 95.7 - 2631 - 1.0 - 364 - 364 10010 0.26 Line 2 Level 3 Ln2, Lev3 - S->N - - 2359 - - - - - - 6916 - - N->S - - 2373 - - - - - - 6916 - Wall 2-1 1 S->N - - 2359 - 1.0 - 364 - - 6916 - 1 N->S - - 2373 - 1.0 - 364 - - 6916 - Seg. 1 - S->N 124.2 - 621 - 1.0 - 364 - 364 1820 0.34 - N->S 124.9 - 624 - 1.0 - 364 - 364 1820 0.34 Seg. 2 - S->N 124.2 - 1738 - 1.0 - 364 - 364 5096 0.34 - N->S 124.9 - 1748 - 1.0 - 364 - 364 5096 0.34 Level 2 Ln2, Lev2 - S->N - - 5928 - - - - - - 7644 - - N->S - - 5961 - - - - - - 7644 - Wall 2-1 1 S->N 282.3 - 5928 - 1.0 - 364 - 364 7644 0.78 1 N->S 283.9 - 5961 - 1.0 - 364 - 364 7644 0.78 Level 1 Ln2, Lev1 - S->N - - 8059 - - - - - - 14406 - - N->S - - 8115 - - - - - - 14406 - Wall 2-1 2 S->N 383.8 - 8059 - 1.0 - 686 - 686 14406 0.56 2 N->S 386.4 - 8115 - 1.0 - 686 - 686 14406 0.56 Line 3 Level 2 Ln3, Lev2 - S->N - - 1899 - - - - - - 6734 - - N->S - - 1904 - - - - - - 6734 - Wall 3-1 1 S->N - - 1899 - 1.0 - 364 - - 6734 - 1 N->S - - 1904 - 1.0 - 364 - - 6734 - Seg. 1 - S->N 102.6 - 924 - 1.0 - 364 - 364 3276 0.28 - N->S 102.9 - 926 - 1.0 - 364 - 364 3276 0.28 Seg. 2 - S->N 102.6 - 975 - 1.0 - 364 - 364 3458 0.28 - N->S 102.9 - 978 - 1.0 - 364 - 364 3458 0.28 Level 1 Ln3, Lev1 - S->N - - 2953 - - - - - - 8554 - - N->S - - 2969 - - - - - - 8554 - Wall 3-1 1 S->N 125.7 - 2953 - 1.0 - 364 - 364 8554 0.35 1 N->S 126.3 - 2969 - 1.0 - 364 - 364 8554 0.35 Line 4 Ln4, Lev1 - Both - - 473 - - - - - - 8918 - Wall 4-1 1 Both 19.3 - 473 - 1.0 - 364 - 364 8918 0.05 Line 5 Level 3 Ln5, Lev3 - S->N - - 1440 - - - - - - 1867 - - N->S - - 1470 - - - - - - 1867 - Wall 5-1 2 S->N 411.4 - 1440 - .78 - 686 - 534 1867 0.77 2 N->S 419.9 - 1470 - .78 - 686 - 534 1867 0.79 Level 2 Ln5, Lev2 - S->N - - 2084 - - - - - - 3735 - - N->S - - 2143 - - - - - - 3735 - Wall 5-1 4 S->N 595.4 - 2084 .78 .78 686 686 - A 1067 3735 0.56 4 N->S 612.4 - 2143 .78 .78 686 686 - A 1067 3735 0.57 Level 1 Ln5, Lev1 - S->N - - 2577 - - - - - - 3735 - - N->S - - 2653 - - - - - - 3735 - Wall 5-1 4 S->N 736.4 - 2577 .78 .78 686 686 - A 1067 3735 0.69 4^N->S 757.9 - 2653 .78 .78 686 686 - A 1067 3735 0.71 Line 6 27 WoodWorks® Shearwalls custom.wsw Feb. 16, 2021 09:48:31 SHEAR RESULTS (flexible wind design, continued) Level 3 Ln6, Lev3 - S->N - - 502 - - - - - - 728 - - N->S - - 522 - - - - - - 728 - Wall 6-1 1 S->N 167.5 - 502 - .67 - 364 - 243 728 0.69 1 N->S 174.2 - 522 - .67 - 364 - 243 728 0.72 Level 2 Ln6, Lev2 - S->N - - 1248 - - - - - - 1372 - - N->S - - 1330 - - - - - - 1372 - Wall 6-1 2 S->N 416.1 - 1248 - .67 - 686 - 457 1372 0.91 2^N->S 443.5 - 1330 - .67 - 686 - 457 1372 0.97 Level 1 Ln6, Lev1 - S->N - - 1799 - - - - - - 3584 - - N->S - - 1951 - - - - - - 3584 - Wall 6-1 5 S->N 599.6 - 1799 .67 .67 896 896 - A 1195 3584 0.50 5^N->S 650.4 - 1951 .67 .67 896 896 - A 1195 3584 0.54 Line 7 Level 3 Ln7, Lev3 - S->N - - 1485 - - - - - - 2548 - - N->S - - 1489 - - - - - - 2548 - Wall 7-1 1 S->N 212.2 - 1485 - 1.0 - 364 - 364 2548 0.58 1 N->S 212.7 - 1489 - 1.0 - 364 - 364 2548 0.58 Level 2 Ln7, Lev2 - S->N - - 2574 - - - - - - 4802 - - N->S - - 2606 - - - - - - 4802 - Wall 7-1 2 S->N 367.7 - 2574 - 1.0 - 686 - 686 4802 0.54 2 N->S 372.2 - 2606 - 1.0 - 686 - 686 4802 0.54 Level 1 Ln7, Lev1 - S->N - - 3489 - - - - - - 6272 - - N->S - - 3572 - - - - - - 6272 - Wall 7-1 3 S->N 498.5 - 3489 - 1.0 - 896 - 896 6272 0.56 3 N->S 510.2 - 3572 - 1.0 - 896 - 896 6272 0.57 Line 8 Level 2 Ln8, Lev2 - S->N - - 3290 - - - - - - 10374 - - N->S - - 3307 - - - - - - 10374 - Wall 8-1 1 S->N 77.0 - 231 - .67 - 364 - 243 728 0.32 1 N->S 77.4 - 232 - .67 - 364 - 243 728 0.32 Wall 8-2 1 S->N 115.5 - 1155 - 1.0 - 364 - 364 3640 0.32 1 N->S 116.0 - 1160 - 1.0 - 364 - 364 3640 0.32 Wall 8-3 1 S->N 115.5 - 1212 - 1.0 - 364 - 364 3822 0.32 1 N->S 116.0 - 1218 - 1.0 - 364 - 364 3822 0.32 Wall 8-4 1 S->N 115.5 - 693 - 1.0 - 364 - 364 2184 0.32 1 N->S 116.0 - 696 - 1.0 - 364 - 364 2184 0.32 Level 1 Ln8, Lev1 - S->N - - 5193 - - - - - - 10192 - - N->S - - 5221 - - - - - - 10192 - Wall 8-1 1 S->N 123.6 - 371 - .67 - 364 - 243 728 0.51 1 N->S 124.3 - 373 - .67 - 364 - 243 728 0.51 Wall 8-2 1 S->N 185.5 - 1855 - 1.0 - 364 - 364 3640 0.51 1 N->S 186.5 - 1865 - 1.0 - 364 - 364 3640 0.51 Wall 8-3 1 S->N 185.5 - 1855 - 1.0 - 364 - 364 3640 0.51 1 N->S 186.5 - 1865 - 1.0 - 364 - 364 3640 0.51 Wall 8-4 1 S->N 185.5 - 1113 - 1.0 - 364 - 364 2184 0.51 1 N->S 186.5 - 1119 - 1.0 - 364 - 364 2184 0.51 Line 9 Level 3 Ln9, Lev3 1 S->N 27.2 - 886 - 1.0 - 364 - 364 11830 0.07 1 N->S 27.4 - 890 - 1.0 - 364 - 364 11830 0.08 Line 10 Level 2 Ln10, Lev2 1 S->N 75.8 - 1782 - 1.0 - 364 - 364 8554 0.21 1 N->S 76.2 - 1790 - 1.0 - 364 - 364 8554 0.21 Level 1 Ln10, Lev1 1 S->N 145.6 - 3421 - 1.0 - 364 - 364 8554 0.40 1 N->S 146.3 - 3439 - 1.0 - 364 - 364 8554 0.40 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 2 LnA, Lev2 - W->E - - 3272 - - - - - - 5107 - - E->W - - 3277 - - - - - - 5107 - Wall A-1 2 W->E - - 3272 - 1.0 - 686 - - 5107 - 2 E->W - - 3277 - 1.0 - 686 - - 5107 - Seg. 1 - W->E 341.8 - 1196 - .78 - 534 - 534 1867 0.64 28 WoodWorks® Shearwalls custom.wsw Feb. 16, 2021 09:48:31 SHEAR RESULTS (flexible wind design, continued) - E->W 342.3 - 1198 - .78 - 534 - 534 1867 0.64 Seg. 2 - W->E 341.8 - 1196 - .78 - 534 - 534 1867 0.64 - E->W 342.3 - 1198 - .78 - 534 - 534 1867 0.64 Seg. 3 - W->E 293.0 - 879 - .67 - 457 - 457 1372 0.64 - E->W 293.4 - 880 - .67 - 457 - 457 1372 0.64 Level 1 LnA, Lev1 1 W->E 207.7 - 5401 - 1.0 - 364 - 364 9464 0.57 1 E->W 207.8 - 5403 - 1.0 - 364 - 364 9464 0.57 Line B Level 3 LnB, Lev3 - W->E - - 647 - - - - - - 2022 - - E->W - - 643 - - - - - - 2022 - Wall B-1 1 W->E - - 647 - 1.0 - 364 - - 2022 - 1 E->W - - 643 - 1.0 - 364 - - 2022 - Seg. 1 - W->E 77.6 - 233 - .67 - 243 - 243 728 0.32 - E->W 77.1 - 231 - .67 - 243 - 243 728 0.32 Seg. 2 - W->E 103.5 - 414 - .89 - 324 - 324 1294 0.32 - E->W 102.8 - 411 - .89 - 324 - 324 1294 0.32 Level 2 LnB, Lev2 2 W->E 375.0 - 3375 - 1.0 - 686 - 686 6174 0.55 2 E->W 371.9 - 3347 - 1.0 - 686 - 686 6174 0.54 Level 1 LnB, Lev1 3 W->E 586.1 - 5275 - 1.0 - 896 - 896 8064 0.65 3 E->W 577.5 - 5198 - 1.0 - 896 - 896 8064 0.64 Line C Level 2 LnC, Lev2 - W->E - - 807 - - - - - - 5278 - - E->W - - 767 - - - - - - 5278 - Wall C-1 1 W->E - - 807 - 1.0 - 364 - - 5278 - 1 E->W - - 767 - 1.0 - 364 - - 5278 - Seg. 1 - W->E 37.1 - 111 - .67 - 243 - 243 728 0.15 - E->W 35.3 - 106 - .67 - 243 - 243 728 0.15 Seg. 2 - W->E 55.7 - 696 - 1.0 - 364 - 364 4550 0.15 - E->W 52.9 - 661 - 1.0 - 364 - 364 4550 0.15 Level 1 LnC, Lev1 - W->E - - 1407 - - - - - - 6370 - - E->W - - 1305 - - - - - - 6370 - Wall C-1 1 W->E 80.4 - 1407 - 1.0 - 364 - 364 6370 0.22 1 E->W 74.6 - 1305 - 1.0 - 364 - 364 6370 0.20 Line D Level 3 LnD, Lev3 - W->E - - 4429 - - - - - - 5824 - - E->W - - 4341 - - - - - - 5824 - Wall D-1 1 W->E - - 4429 - 1.0 - 364 - - 5824 - 1 E->W - - 4341 - 1.0 - 364 - - 5824 - Seg. 1 - W->E 276.8 - 2768 - 1.0 - 364 - 364 3640 0.76 - E->W 271.3 - 2713 - 1.0 - 364 - 364 3640 0.75 Seg. 2 - W->E 276.8 - 1661 - 1.0 - 364 - 364 2184 0.76 - E->W 271.3 - 1628 - 1.0 - 364 - 364 2184 0.75 Seg. 3 - Both 0.0 - 0 - 1.0 - 364 - 364 - - Level 2 LnD, Lev2 - W->E - - 5262 - - - - - - 9604 - - E->W - - 5139 - - - - - - 9604 - Wall D-1 2 W->E - - 3571 - 1.0 - 686 - - 6517 - 2 E->W - - 3487 - 1.0 - 686 - - 6517 - Seg. 1 - W->E 375.9 - 2819 - 1.0 - 686 - 686 5145 0.55 - E->W 367.1 - 2753 - 1.0 - 686 - 686 5145 0.54 Seg. 2 - W->E 250.6 - 752 - .67 - 457 - 457 1372 0.55 - E->W 244.7 - 734 - .67 - 457 - 457 1372 0.54 Wall D-2 2 W->E - - 1692 - 1.0 - 686 - - 3087 - 2 E->W - - 1652 - 1.0 - 686 - - 3087 - Seg. 1 - Both 0.0 - 0 - 1.0 - 686 - 686 - - Seg. 2 - W->E 375.9 - 1692 - 1.0 - 686 - 686 3087 0.55 - E->W 367.1 - 1652 - 1.0 - 686 - 686 3087 0.54 Level 1 LnD, Lev1 - W->E - - 5707 - - - - - - 7616 - - E->W - - 5578 - - - - - - 7616 - Wall D-1 3^W->E 671.4 - 5707 - 1.0 - 896 - 896 7616 0.75 3 E->W 656.3 - 5578 - 1.0 - 896 - 896 7616 0.73 Line E LnE, Lev1 - W->E - - 474 - - - - - - 2366 - - E->W - - 478 - - - - - - 2366 - Wall E-1 1 W->E 73.0 - 474 - 1.0 - 364 - 364 2366 0.20 1 E->W 73.5 - 478 - 1.0 - 364 - 364 2366 0.20 Line F Level 2 LnF, Lev2 - W->E - - 2955 - - - - - - 3640 - 29 WoodWorks® Shearwalls custom.wsw Feb. 16, 2021 09:48:31 SHEAR RESULTS (flexible wind design, continued) - E->W - - 2969 - - - - - - 3640 - Wall F-1 1 W->E - - 2955 - 1.0 - 364 - - 3640 - 1 E->W - - 2969 - 1.0 - 364 - - 3640 - Seg. 1 - W->E 295.5 - 1477 - 1.0 - 364 - 364 1820 0.81 - E->W 296.9 - 1484 - 1.0 - 364 - 364 1820 0.82 Seg. 2 - W->E 295.5 - 1477 - 1.0 - 364 - 364 1820 0.81 - E->W 296.9 - 1484 - 1.0 - 364 - 364 1820 0.82 Level 1 LnF, Lev1 - W->E - - 4386 - - - - - - 4732 - - E->W - - 4454 - - - - - - 4732 - Wall F-1 1 W->E 337.4 - 4386 - 1.0 - 364 - 364 4732 0.93 1 E->W 342.6 - 4454 - 1.0 - 364 - 364 4732 0.94 Line G Level 2 LnG, Lev2 - W->E - - 2785 - - - - - - 4004 - - E->W - - 2844 - - - - - - 4004 - Wall G-1 1 W->E - - 2785 - 1.0 - 364 - - 4004 - 1 E->W - - 2844 - 1.0 - 364 - - 4004 - Seg. 1 - W->E 253.2 - 1393 - 1.0 - 364 - 364 2002 0.70 - E->W 258.6 - 1422 - 1.0 - 364 - 364 2002 0.71 Seg. 2 - W->E 253.2 - 1393 - 1.0 - 364 - 364 2002 0.70 - E->W 258.6 - 1422 - 1.0 - 364 - 364 2002 0.71 Level 1 LnG, Lev1 - W->E - - 4831 - - - - - - 6188 - - E->W - - 4942 - - - - - - 6188 - Wall G-1 1 W->E 284.2 - 4831 - 1.0 - 364 - 364 6188 0.78 1 E->W 290.7 - 4942 - 1.0 - 364 - 364 6188 0.80 Line H Level 3 LnH, Lev3 - W->E - - 4004 - - - - - - 7622 - - E->W - - 4031 - - - - - - 7622 - Wall H-1 4 W->E - - 4004 1.0 1.0 686 686 - A - 7622 - 4 E->W - - 4031 1.0 1.0 686 686 - A - 7622 - Seg. 1 - W->E 480.4 - 1441 .67 .67 457 457 - 915 2744 0.53 - E->W 483.7 - 1451 .67 .67 457 457 - 915 2744 0.53 Seg. 2 - W->E 640.6 - 2562 .89 .89 610 610 - 1220 4878 0.53 - E->W 644.9 - 2580 .89 .89 610 610 - 1220 4878 0.53 Seg. 3 - Both 0.0 - 0 1.0 1.0 686 686 - 1372 - - Level 2 LnH, Lev2 - W->E - - 4686 - - - - - - 5869 - - E->W - - 4717 - - - - - - 5869 - Wall H-1 2 W->E - - 4686 - 1.0 - 686 - - 5869 - 2 E->W - - 4717 - 1.0 - 686 - - 5869 - Seg. 1 - W->E 486.8 - 1947 - .89 - 610 - 610 2439 0.80 - E->W 490.1 - 1960 - .89 - 610 - 610 2439 0.80 Seg. 2 - W->E 547.7 - 2739 - 1.0 - 686 - 686 3430 0.80 - E->W 551.4 - 2757 - 1.0 - 686 - 686 3430 0.80 Seg. 3 - Both 0.0 - 0 - 1.0 - 686 - 686 - - Level 1 LnH, Lev1 - W->E - - 5324 - - - - - - 5460 - - E->W - - 5348 - - - - - - 5460 - Wall H-1 1 W->E - - 5324 - 1.0 - 364 - - 5460 - 1^E->W - - 5348 - 1.0 - 364 - - 5460 - Seg. 1 - W->E 354.9 - 5324 - 1.0 - 364 - 364 5460 0.98 - E->W 356.6 - 5348 - 1.0 - 364 - 364 5460 0.98 Seg. 2 - Both 0.0 - 0 - 1.0 - 364 - 364 - - Line I Level 3 LnI, Lev3 - W->E - - 1228 - - - - - - 1456 - - E->W - - 1050 - - - - - - 1456 - Wall I-1 1 W->E - - 1228 - 1.0 - 364 - - 1456 - 1 E->W - - 1050 - 1.0 - 364 - - 1456 - Seg. 1 - W->E 204.6 - 614 - .67 - 243 - 243 728 0.84 - E->W 175.0 - 525 - .67 - 243 - 243 728 0.72 Seg. 2 - W->E 204.6 - 614 - .67 - 243 - 243 728 0.84 - E->W 175.0 - 525 - .67 - 243 - 243 728 0.72 Level 2 LnI, Lev2 - W->E - - 2225 - - - - - - 3822 - - E->W - - 1875 - - - - - - 3822 - Wall I-1 1 W->E - - 2225 - 1.0 - 364 - - 3822 - 1 E->W - - 1875 - 1.0 - 364 - - 3822 - Seg. 1 - W->E 211.9 - 1165 - 1.0 - 364 - 364 2002 0.58 - E->W 178.6 - 982 - 1.0 - 364 - 364 2002 0.49 Seg. 2 - W->E 211.9 - 1060 - 1.0 - 364 - 364 1820 0.58 - E->W 178.6 - 893 - 1.0 - 364 - 364 1820 0.49 Level 1 LnI, Lev1 - W->E - - 2623 - - - - - - 3822 - 30 WoodWorks® Shearwalls custom.wsw Feb. 16, 2021 09:48:31 SHEAR RESULTS (flexible wind design, continued) - E->W - - 2270 - - - - - - 3822 - Wall I-1 1 W->E - - 2623 - 1.0 - 364 - - 3822 - 1 E->W - - 2270 - 1.0 - 364 - - 3822 - Seg. 1 - W->E 249.8 - 1374 - 1.0 - 364 - 364 2002 0.69 - E->W 216.2 - 1189 - 1.0 - 364 - 364 2002 0.59 Seg. 2 - W->E 249.8 - 1249 - 1.0 - 364 - 364 1820 0.69 - E->W 216.2 - 1081 - 1.0 - 364 - 364 1820 0.59 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. 31 CUSTOM Wind Wind Speed VULT 110 mph VASD 85 mph Anchor bolt up lift Shear Wall A WA= 150.00 plf Capacity of Tie downs Shear Wall A 1 WA1= 225.00 plf 7/8" BOLT 13" EMBED HDU8 13000 LBS Shear Wall B WB= 300.00 plf 7/8" BOLT 6" EMBED HDU8 7000 LBS Shear Wall C WC= 450.00 plf HDU5 or STHD14 5150 lbs Shear Wall D WD= 600.00 plf HDU2 or STHD10 3730 LBS Anchor bolt capacity =900 lbs Longitudinal Design Base Shear Hold Downs # Req'd Wall Height H =9.00 ft level 1 Wall line 1 -Total Legnth of walls , L= 4.00 ft SW-5-1 C1 FUPLIFT = P*H/L - W*L/2 = 5069.25 lbs 0.98432 P=2653.00 lbs level 2 Wall line 1 -Total Legnth of walls , L= 21.00 ft SW-2-1 B FUPLIFT = P*H/L - W*L/2 = -595.29 lbs -0.11559 P=5961.00 lbs Wall line 1 -Total Legnth of walls , L= 24.00 ft SW-3-1 B FUPLIFT = P*H/L - W*L/2 = -2886.00 lbs -0.56039 P=1904.00 lbs Wall line 1 -Total Legnth of walls , L= 4.00 ft SW-5-1 C1 FUPLIFT = P*H/L - W*L/2 = 3921.75 lbs 0.761505 P=2143.00 lbs Wall line 1 -Total Legnth of walls , L= 3.00 ft SW-6-1 C1 FUPLIFT = P*H/L - W*L/2 = 3315.00 lbs 0.643689 P=1330.00 lbs Wall line 1 -Total Legnth of walls , L= 7.00 ft SW-7-1 C FUPLIFT = P*H/L - W*L/2 = 1775.57 lbs 0.344771 P=2606.00 lbs Wall line 1 -Total Legnth of walls , L= 30.00 ft SW-8-2/3/4 A FUPLIFT = P*H/L - W*L/2 = -1257.90 lbs -0.24425 P=3307.00 lbs Wall line 1 -Total Legnth of walls , L= 24.00 ft SW-10-1 B FUPLIFT = P*H/L - W*L/2 = -2928.75 lbs -0.56869 P=1790.00 lbs level 3 Wall line 1 -Total Legnth of walls , L= 25.00 ft SW-2-1 C FUPLIFT = P*H/L - W*L/2 = -4770.72 lbs -0.92635 P=2373.00 lbs Wall line 1 -Total Legnth of walls , L= 4.00 ft SW-5-1 C1 FUPLIFT = P*H/L - W*L/2 = 2407.50 lbs 0.467476 P=1470.00 lbs Wall line 1 -Total Legnth of walls , L= 3.00 ft SW-6-1 C1 FUPLIFT = P*H/L - W*L/2 = 831.00 lbs 0.161359 P=502.00 lbs Wall line 1 -Total Legnth of walls , L= 7.00 ft SW-7-1 C FUPLIFT = P*H/L - W*L/2 = 353.57 lbs 0.068655 P=1500.00 lbs Transverse Design Base Shear Hold Downs LEVEL 1 Wall line 1 -Total Legnth of walls , L= 4.00 ft SW-I-1 C FUPLIFT = P*H/L - W*L/2 = 2191.50 lbs 0.425534 P=1374 lbs LEVEL 2 Wall line 1 -Total Legnth of walls , L= 3.00 ft SW-A-1 C FUPLIFT = P*H/L - W*L/2 = 2913.00 lbs 0.565631 P=1196 lbs Wall line 1 -Total Legnth of walls , L= 9.00 ft SW-B-1 C FUPLIFT = P*H/L - W*L/2 = 1322.00 lbs 0.256699 P=3347 lbs Wall line 1 -Total Legnth of walls , L= 21.50 ft SW-D-1/2 C FUPLIFT = P*H/L - W*L/2 = -2634.80 lbs -0.51161 P=5262 lbs LEVEL 3 Wall line 1 -Total Legnth of walls , L= 9.00 ft SW-B-1 C FUPLIFT = P*H/L - W*L/2 = -1378.00 lbs -0.26757 P=647 lbs Wall line 1 -Total Legnth of walls , L= 21.50 ft SW-D-1 C FUPLIFT = P*H/L - W*L/2 = -2983.50 lbs -0.57932 P=4429 lbs Wall line 1 -Total Legnth of walls , L= 3.00 ft SW-H-1 C FUPLIFT = P*H/L - W*L/2 = 7065.00 lbs 1.371845 P=2580 lbs Wall line 1 -Total Legnth of walls , L= 3.00 ft SW-I-1 C FUPLIFT = P*H/L - W*L/2 = 1167.00 lbs 0.226602 P=614 lbs TYPICAL 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: TYPICAL 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 7.5 DRY BEAM PROPERTIES Start (ft): 0 End (ft): 6 Member Slope: 0/12 Actual Length (ft): 6 Roof Pitch: 0/12 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 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 6 0 6 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (77.2%) PASS (75.8%) PASS (86.6%) PASS (84.7%) MAGNITUDE 69.6 668.1 0.054 (=L/1346) 99.4 STRENGTH 304.8 2760.0 0.400 (=L/180) 650.0 LOCATION (ft) 6 3 3 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 468 0 750 750 0 0 0 0 0 0 0 B 468 0 750 750 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) 150 150 0 6 Dead Y Uniform (lbf/ft) 250 250 0 6 Roof Live Y Uniform (lbf/ft) 250 250 0 6 Snow Y Self Weight (lbf/ft) 5.99 5.99 0 6 Dead Y Page 1 2018 International Building Code ASDProject Name: New Project 6 FT HEADER DINING RM 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: 6 FT HEADER DINING RM 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 BEAM PROPERTIES Start (ft): 0 End (ft): 6 Member Slope: 0/12 Actual Length (ft): 6 Roof Pitch: 0/12 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 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 6 0 6 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (60.9%) PASS (58.5%) PASS (73.7%) PASS (71.5%) MAGNITUDE 129.6 1244.1 0.079 (=L/911) 185.1 STRENGTH 331.3 3000.0 0.300 (=L/240) 650.0 LOCATION (ft) 6 3 3 0 LOAD COMBO D+Lr D+Lr Lr D+Lr DURATION FACTOR CD 1.25 1.25 1.25 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 468 0 1800 0 0 0 0 0 0 0 0 B 468 0 1800 0 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) 150 150 0 6 Dead Y Uniform (lbf/ft) 600 600 0 6 Roof Live Y Self Weight (lbf/ft) 5.99 5.99 0 6 Dead Y Page 1 2018 International Building Code ASDProject Name: New Project 2 FT HEADER WITH GIRDER 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: 2 FT HEADER WITH GIRDER 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 9 DRY BEAM PROPERTIES Start (ft): 0 End (ft): 2 Member Slope: 0/12 Actual Length (ft): 2 Roof Pitch: 0/12 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 31.5 212.62 32.16 7.18 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 1497 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 2 0 2 0 1.00 1.00 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (53.2%) PASS (73.0%) PASS (96.1%) PASS (67.3%) MAGNITUDE 124.2 648.5 0.004 (=L/6154) 212.8 STRENGTH 265.0 2400.0 0.100 (=L/240) 650.0 LOCATION (ft) 0 1 1 0 LOAD COMBO D+L D+L L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 7 2600 0 0 0 0 0 0 0 0 0 B 7 2600 0 0 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 2 Live Y Point (lbf) 5000 - 1 -Live Y Self Weight (lbf/ft) 7.18 7.18 0 2 Dead Y Page 1 2018 International Building Code ASDProject Name: New Project FRONT PORCH 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: FRONT PORCH 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) 5.5 X 10.5 DRY BEAM PROPERTIES Start (ft): 0 End (ft): 10.5 Member Slope: 0/12 Actual Length (ft): 10.5 Roof Pitch: 0/12 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 57.75 530.58 145.58 13.17 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 1472 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 10.5 0 10.5 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (90.5%) PASS (87.4%) PASS (91.3%) PASS (91.1%) MAGNITUDE 29.1 348.8 0.061 (=L/2066) 58.1 STRENGTH 304.8 2760.0 0.700 (=L/180) 650.0 LOCATION (ft) 10.5 5.25 5.25 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 463 0 656 656 0 0 0 0 0 0 0 B 463 0 656 656 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) 75 75 0 10.5 Dead Y Uniform (lbf/ft) 125 125 0 10.5 Roof Live Y Uniform (lbf/ft) 125 125 0 10.5 Snow Y Self Weight (lbf/ft) 13.17 13.17 0 10.5 Dead Y Page 1 2018 International Building Code ASDProject Name: New Project REAR PORCH 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: REAR PORCH 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) 5.5 X 7.5 DRY BEAM PROPERTIES Start (ft): 0 End (ft): 9 Member Slope: 0/12 Actual Length (ft): 9 Roof Pitch: 0/12 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 41.25 193.36 103.98 9.41 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 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 9 0 9 0 1.00 1.00 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (78.0%) PASS (65.0%) PASS (71.1%) PASS (85.3%) MAGNITUDE 67.0 964.7 0.174 (=L/622) 95.7 STRENGTH 304.8 2760.0 0.600 (=L/180) 650.0 LOCATION (ft) 9 4.5 4.5 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 717 0 1125 1125 0 0 0 0 0 0 0 B 717 0 1125 1125 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) 150 150 0 9 Dead Y Uniform (lbf/ft) 250 250 0 9 Roof Live Y Uniform (lbf/ft) 250 250 0 9 Snow Y Self Weight (lbf/ft) 9.41 9.41 0 9 Dead Y Page 1 2018 International Building Code ASDProject Name: New Project 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): 8 Member Slope: 0/12 Actual Length (ft): 8 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 8 0 8 0 1.00 0.98 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (91.3%) PASS (92.4%) PASS (96.5%) PASS (90.7%) MAGNITUDE 26.4 210.9 0.019 (=L/5106) 60.3 STRENGTH 304.8 2760.0 0.533 (=L/180) 650.0 LOCATION (ft) 0 4 4 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 338 0 400 400 0 0 0 0 0 0 0 B 338 0 400 400 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) 75 75 0 8 Dead Y Uniform (lbf/ft) 100 100 0 8 Roof Live Y Uniform (lbf/ft) 100 100 0 8 Snow Y Self Weight (lbf/ft) 9.58 9.58 0 8 Dead Y Page 1 2018 International Building Code ASDProject Name: New Project BASEMENT BEAM 17 FT 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: BASEMENT BEAM 17 FT CODE: 2018 International Building Code TYPE: FLOOR JOIST NDS: 2018 NDS MATERIAL: GLULAMS Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 5.5 X 10.5 12(in) O.C. DRY BEAM PROPERTIES Start (ft): 0 End (ft): 17 Member Slope: 0/12 Actual Length (ft): 17 O.C. Spacing(in): 12 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 57.75 530.58 145.58 13.17 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 1472 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 17 0 10 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (72.0%) PASS (44.3%) PASS (10.9%) PASS (77.2%) MAGNITUDE 74.2 1336.2 0.505 (=L/404) 148.4 STRENGTH 265.0 2400.0 0.567 (=L/360) 650.0 LOCATION (ft) 0 5.27 7.99 0 LOAD COMBO D+L D+L L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 367 2491 0 0 0 0 0 0 0 0 0 B 367 1549 0 0 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/ft²) 30 30 0 17 Dead Y Uniform (lbf/ft) 120 120 0 17 Live Y Point (lbf) 2000 -4.5 -Live Y Self Weight (lbf/ft) 13.17 13.17 0 17 Dead Y Page 1 2018 International Building Code ASDProject Name: New Project BASEMENT BEAM 18 FT 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: BASEMENT BEAM 18 FT CODE: 2018 International Building Code TYPE: FLOOR JOIST NDS: 2018 NDS MATERIAL: GLULAMS Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 5.5 X 15 12(in) O.C. DRY BEAM PROPERTIES Start (ft): 0 End (ft): 18 Member Slope: 0/12 Actual Length (ft): 18 O.C. Spacing(in): 12 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 82.5 1546.88 207.97 18.82 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 18 0 10 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (52.5%) PASS (23.5%) PASS (15.2%) PASS (44.7%) MAGNITUDE 125.8 1811.6 0.509 (=L/424) 359.4 STRENGTH 265.0 2366.7 0.600 (=L/360) 650.0 LOCATION (ft) 18 9 9 0 LOAD COMBO D+L D+L L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 1519 5400 0 0 0 0 0 0 0 0 0 B 1519 5400 0 0 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/ft²) 150 150 0 18 Dead Y Uniform (lbf/ft) 600 600 0 18 Live Y Self Weight (lbf/ft) 18.82 18.82 0 18 Dead Y Page 1 2018 International Building Code ASDProject Name: New Project BASEMENT BEAM 18 FT 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: BASEMENT BEAM 18 FT CODE: 2018 International Building Code TYPE: FLOOR JOIST NDS: 2018 NDS MATERIAL: GLULAMS Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 3.5 X 10.5 12(in) O.C. DRY BEAM PROPERTIES Start (ft): 0 End (ft): 18 Member Slope: 0/12 Actual Length (ft): 18 O.C. Spacing(in): 12 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 36.75 337.64 37.52 8.38 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 1472 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 10 0 10 0 1.00 0.98 1.00 1.00 2 4 0 4 0 1.00 1.00 1.00 1.00 3 4 0 4 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (31.6%) PASS (29.4%) PASS (63.4%) PASS (10.2%) MAGNITUDE 181.2 1301.5 0.122 (=L/984) 646.3 STRENGTH 265.0 1843.7 0.333 (=L/360) 719.6 LOCATION (ft) 9.9 10.08 4.5 10 LOAD COMBO D+L D+L L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 641 2427 0 0 0 0 0 0 0 0 0 B 1654 6264 0 0 0 0 0 0 0 0 0 C 225 851 0 0 0 0 0 0 0 0 0 D 332 1258 0 0 0 0 0 0 0 0 0 Reaction Location A B C D Page 1 2018 International Building Code ASDProject Name: New Project LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft²) 150 150 0 18 Dead Y Uniform (lbf/ft) 600 600 0 18 Live Y Self Weight (lbf/ft) 8.38 8.38 0 18 Dead Y NOTES Page 2 2018 International Building Code ASDProject Name: New Project Location: BASEMENT BEAM 18 FT BASEMENT BEAM 16.5 FT 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:CODE: 2018 International Building Code TYPE:NDS: 2018 NDS MATERIAL: BALCONY BEAM 16.5 FT FLOOR JOIST GLULAMS Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 3.5 X 12 12(in) O.C.DRY BEAM PROPERTIES Start (ft): 0 End (ft): 16.5 Member Slope: 0/12 Actual Length (ft): 16.5 O.C. Spacing(in): 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 16.5 0 10 0 1.00 0.98 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (73.9%) PASS (52.5%) PASS (39.8%) PASS (75.7%) MAGNITUDE 69.1 1140.4 0.331 (=L/598) 158.0 STRENGTH 265.0 2400.0 0.550 (=L/360) 650.0 LOCATION (ft) 0 8.25 8.25 0 LOAD COMBO D+L D+L L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 450 1485 0 0 0 0 0 0 0 0 0 B 450 1485 0 0 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/ft²)45 45 0 16.5 Dead Y Uniform (lbf/ft)180 180 0 16.5 Live Y Self Weight (lbf/ft)9.58 9.58 0 16.5 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 42 x 36 x 12 DIAGRAMS DATE: 11/16/2020 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES REVIEWED BY: Carlie Berard PROJECT LOCATION: , .. LEVEL: LOADING: LOCATION: 42 x 36 x 12 CODE: 2018 International Building Code TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 3 (ft) X 3.5 (ft) X 12 (in) Soil Depth TOF: 0 (ft) (5) #4 Long, (7) #4 Short MATERIAL PROPERTIES fc' (psi) Ec (psi) Density (lbf/ft³) Width (ft) Length (ft) Depth (in) Volume (ft³) 2500 2880952 145 3 3.5 12 10.5 Bo (in) Φ-X Φ-Y 58 0.9 0.9 Width (in) Length (in) Material Offset (in) 6 6 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 Long # Bars Short fy (psi) Es (psi) 4 5 7 40000 2.9E+07 PASS-FAIL Soil Bearing Pressure (lbf/ft²) Two-Way Shear (Punching) (lbf) One-Way Shear X (lbf) Moment X (lbf-ft) One-Way Shear Y (lbf) Moment Y (lbf-ft) Crushing (lbf) PASS/FAIL PASS (4.8%) PASS (67.5%) PASS (76.3%) PASS (68.8%) PASS (83.8%) PASS (78.9%) PASS (51.7%) MAGNITUDE 1428.6 24000.0 5428.6 7714.3 4333.3 6250.0 666.7 STRENGTH 1500.0 73950.0 22950.0 24715.7 26775.0 29631.9 1381.3 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) 15000 - 0 -Live Z Page 1 2018 International Building CodeProject Name: New Project PORCH FTG 24 X 12 DIAGRAMS DATE: 11/19/2020 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES REVIEWED BY: Carlie Berard PROJECT LOCATION: , . LEVEL: LOADING: LOCATION: PORCH FTG 24 X 12 CODE: 2018 International Building Code TYPE: ISOLATED FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 2 (ft) Dia. X 12 (in) Soil Depth TOF: 0 (ft) Unreinforced (Plain) Concrete MATERIAL PROPERTIES fc' (psi) Ec (psi) Density (lbf/ft³) Width (ft) Length (ft) Depth (in) Volume (ft³) 2500 2880952 145 2 2 12 4 Bo (in) Φ-X Φ-Y 58 0.6 0.6 Width (in) Length (in) Material Offset (in) 6 6 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 Long # Bars Short fy (psi) Es (psi) None None None 40000 2.9E+07 PASS-FAIL Soil Bearing Pressure (lbf/ft²) Two-Way Shear (Punching) (lbf) One-Way Shear X (lbf) Moment X (lbf-ft) One-Way Shear Y (lbf) Moment Y (lbf-ft) Crushing (lbf) PASS/FAIL PASS (0.3%) PASS (90.4%) PASS (99.2%) PASS (84.3%) PASS (99.2%) PASS (84.3%) PASS (85.7%) MAGNITUDE 1496.1 7120.0 36.1 761.8 36.1 761.8 197.8 STRENGTH 1500.0 73950.0 4370.5 4841.2 4370.5 4841.2 1381.3 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) 3700 - 0 -Live Z Point (lbf) 1000 - 0 -Dead Z Page 1 2018 International Building CodeProject Name: New Project F1 DIAGRAMS PASS DATE: 2/10/2021 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES REVIEWED BY: Carlie Berard PROJECT LOCATION: , . LEVEL: LOADING: LOCATION: F1 CODE: 2018 International Building Code TYPE: CONTINUOUS FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 1.5 (ft) Wide X 8 (in) Deep Soil Depth TOF: 0 (ft) Unreinforced (Plain) Concrete MATERIAL PROPERTIES FOOTING fc' (psi) Ec (psi) Density (lbf/ft³) Width (ft) Depth (in) 2500 2880952 145 1.5 8 STEM WALL Width (in) Height (in) Material Offset (in) 8 24 Concrete 0 SOIL Bearing Strength (lbf/ft²) Density (lbf/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 Soil Bearing Pressure (lbf/ft²) One-Way Shear Y (lbf) Moment Y (lbf-ft) PASS/FAIL PASS (22.9%) PASS (85.1%) PASS (49.8%) MAGNITUDE 1156.4 603.0 452.3 STRENGTH 1500.0 4050.0 900.0 LOAD COMBO D+0.75L+0.75S 1.2D+1.6S+L 1.2D+1.6S+L Page 1 2018 International Building CodeProject Name: New Project LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 375 375 0 1 Roof Live Z Uniform (lbf/ft) 225 225 0 1 Dead Z Uniform (lbf/ft) 375 375 0 1 Snow Z Uniform (lbf/ft) 400 400 0 1 Live Z Uniform (lbf/ft) 150 150 0 1 Dead Z Uniform (lbf/ft) 135 135 0 1 Dead Z Uniform (lbf/ft) 280 280 0 1 Live Z Uniform (lbf/ft) 105 105 0 1 Dead Z Uniform (lbf/ft) 135 135 0 1 Dead Z Stemwall Weight (lbf/ft) 193.33 193.33 0 1 Dead Z 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: F1 HDU8 FOOTING DIAGRAMS PASS DATE: 2/10/2021 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES REVIEWED BY: Carlie Berard PROJECT LOCATION: , . LEVEL: LOADING: LOCATION: HDU8 FOOTING CODE: 2018 International Building Code TYPE: CONTINUOUS FOOTING ACI: ACI 318-14 MATERIAL: CONCRETE 2.25 (ft) Wide X 12 (in) Deep Soil Depth TOF: 0 (ft) Longit: (4) #4 Bars MATERIAL PROPERTIES FOOTING fc' (psi) Ec (psi) Density (lbf/ft³) Width (ft) Depth (in) 2500 2880952 145 2.25 12 STEM WALL Width (in) Height (in) Material Offset (in) 8 24 Concrete 0 SOIL Bearing Strength (lbf/ft²) Density (lbf/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) 4 None 4 40000 2.9E+07 PASS-FAIL Soil Bearing Pressure (lbf/ft²) One-Way Shear Y (lbf) Moment Y (lbf-ft) PASS/FAIL PASS (5.4%) PASS (87.8%) PASS (43.4%) MAGNITUDE 1419.3 931.9 1415.3 STRENGTH 1500.0 7650.0 2500.0 LOAD COMBO D+L 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 3000 3000 0 1 Live Z Stemwall Weight (lbf/ft) 193.33 193.33 0 1 Dead Z NOTES The footing requires a minimum area of dowel bars equal to 0.144 in²/ft into the stem wall ACI 11.6.1. Page 1 2018 International Building CodeProject Name: New Project