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HomeMy WebLinkAboutBLD2020-00522 - 07A STRUCTURAL CALCULATIONS 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] 1600 A2- GJERSEE 1/23/2020 [Site] [Rev] 590 OLYMPUS BLVD PORT LUDLOW, WA 98365 [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 100 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. 590 Olympus Blvd, Port Ludlow, WA 98365, USA Latitude, Longitude: 47.9492649, -122.682607 Date 1/23/2020, 12:16:12 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D - Stiff Soil Type Value Description SS 1.269 MCER ground motion. (for 0.2 second period) S1 0.511 MCER ground motion. (for 1.0s period) SMS 1.269 Site-modified spectral acceleration value SM1 0.766 Site-modified spectral acceleration value SDS 0.846 Numeric seismic design value at 0.2 second SA SD1 0.511 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second Fv 1.5 Site amplification factor at 1.0 second PGA 0.5 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.5 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 1.269 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.283 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.511 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.539 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) 0.99 Mapped value of the risk coefficient at short periods Type Value Description CRS CR1 0.949 Mapped value of the risk coefficient at a period of 1 s 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. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.11600 A2.wsw Jan. 23, 2020 12:18:27 -5'0'5'10'15'20'25'30'35'40'45' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' D-1 1 - 1 3 - 1 C-1 2- 1 A-1 B-1 Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 1 of 2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.11600 A2.wsw Jan. 23, 2020 12:18:27 -5'0'5'10'15'20'25'30'35' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' D-1 2- 1 1- 1 B-1 Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 2 of 2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1 1600 A2.wsw Jan. 23, 2020 12:19:41 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) 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 Never Never Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Deflection-based stiffness of wall segments Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non-identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.2-1 Drift limit for wind design: 1 / 500 story height 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: 0.511g Ss: 1.269g Fundamental Period E-W N-S T Used 0.200s 0.200s Approximate Ta 0.200s 0.200s Maximum T 0.280s 0.280s Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.50 Case 2 N-S loadsE-W loads Eccentricity (ft)4.80 6.00 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 100 mph 1 WoodWorks® Shearwalls 1600 A2.wsw Jan. 23, 2020 12:19:41 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 21.67 0.0 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 2 Story N-S Ridge Location X,Y =0.00 22.00 North Gable 90.0 1.00 Extent X,Y =26.00 18.00 South Gable 90.0 1.00 Ridge X Location, Offset 13.00 0.00 East Side 22.5 1.00 Ridge Elevation, Height 27.05 5.38 West Side 22.5 1.00 Block 2 1 Story N-S Ridge Location X,Y =25.00 27.50 North Gable 0.0 0.00 Extent X,Y =7.00 13.00 South Gable 0.0 0.00 Ridge X Location, Offset 28.50 0.00 East Side 0.0 0.00 Ridge Elevation, Height 12.67 0.00 West Side 0.0 0.00 Block 3 1 Story N-S Ridge Location X,Y =0.00 -8.00 North Gable 90.0 1.00 Extent X,Y =26.00 30.00 South Gable 90.0 1.00 Ridge X Location, Offset 13.00 0.00 East Side 40.0 1.00 Ridge Elevation, Height 23.57 10.91 West Side 40.0 1.00 Block 4 1 Story E-W Ridge Location X,Y =-6.50 11.50 North Side 40.0 1.00 Extent X,Y =6.50 8.50 South Side 40.0 1.00 Ridge Y Location, Offset 15.75 0.00 East Joined 140.0 1.00 Ridge Elevation, Height 16.23 3.57 West Gable 90.0 1.00 2 WoodWorks® Shearwalls 1600 A2.wsw Jan. 23, 2020 12:19:41 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 3 12 Y 2,3 2 1 Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 4 12 Y 2,3 3 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: 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 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 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 1600 A2.wsw Jan. 23, 2020 12:19:41 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: A-1, B-1, D-1, 1-1, 2-1 Level 2: D-1, 2-1 Wind Loads, Rigid Diaphragm Under-capacity hold-downs were found on the following walls: Level 1: A-1, B-1, D-1, 1-1, 2-1, 3-1 Level 2: B-1, D-1, 2-1 Seismic Loads, Flexible Diaphragm Under-capacity hold-downs were found on the following walls: Level 1: A-1, B-1, D-1, 1-1, 2-1 Level 2: D-1 Seismic Loads, Rigid Diaphragm Under-capacity hold-downs were found on the following walls: Level 1: B-1, D-1, 1-1 Level 2: D-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). 13 WoodWorks® Shearwalls 1600 A2.wsw Jan. 23, 2020 12:19:41 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 2 Ln1, Lev2 3 Both 81.4 - 1464 - 1.0 - 364 - 364 6552 0.22 Level 1 Ln1, Lev1 - S->N - - 4736 - - - - - - 11603 - - N->S - - 4677 - - - - - - 11603 - Wall 1-1 3 S->N - - 4736 - 1.0 - 364 - - 11603 - 3 N->S - - 4677 - 1.0 - 364 - - 11603 - Seg. 1 - Both 0.0 - 0 - .97 - 353 - 353 1411 0.00 Seg. 2 - S->N 5.9 - 33 - 1.0 - 364 - 364 2002 0.02 - N->S 16.0 - 88 - 1.0 - 364 - 364 2002 0.04 Seg. 3 - S->N 209.0 - 4704 - 1.0 - 364 - 364 8190 0.57 - N->S 203.9 - 4589 - 1.0 - 364 - 364 8190 0.56 Line 2 Level 2 Ln2, Lev2 - Both - - 1464 - - - - - - 4277 - Wall 2-1 3 Both - - 1464 - 1.0 - 364 - - 4277 - Seg. 1 - Both 159.3 - 1354 - 1.0 - 364 - 364 3094 0.44 Seg. 2 - Both 31.4 - 110 - .93 - 338 - 338 1183 0.09 Level 1 Ln2, Lev1 - S->N - - 4612 - - - - - - 6188 - - N->S - - 4511 - - - - - - 6188 - Wall 2-1 3^S->N - - 4612 - 1.0 - 364 - - 6188 - 3 N->S - - 4511 - 1.0 - 364 - - 6188 - Seg. 1 - Both 0.0 - 0 - 1.0 - 364 - 364 - - Seg. 2 - S->N 229.8 - 1149 - 1.0 - 364 - 364 1820 0.63 - N->S 226.1 - 1131 - 1.0 - 364 - 364 1820 0.62 Seg. 3 - S->N 313.6 - 2038 - 1.0 - 364 - 364 2366 0.86 - N->S 305.3 - 1985 - 1.0 - 364 - 364 2366 0.84 Seg. 4 - S->N 259.1 - 1425 - 1.0 - 364 - 364 2002 0.71 - N->S 253.7 - 1396 - 1.0 - 364 - 364 2002 0.70 Line 3 Ln3, Lev1 - S->N - - 237 - - - - - - 3276 - - N->S - - 195 - - - - - - 3276 - Wall 3-1 3 S->N - - 237 - 1.0 - 364 - - 3276 - 3 N->S - - 195 - 1.0 - 364 - - 3276 - Seg. 1 - S->N 26.3 - 119 - 1.0 - 364 - 364 1638 0.07 - N->S 21.6 - 97 - 1.0 - 364 - 364 1638 0.06 Seg. 2 - S->N 26.3 - 119 - 1.0 - 364 - 364 1638 0.07 - N->S 21.6 - 97 - 1.0 - 364 - 364 1638 0.06 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 - - 3973 - - - - - - 4459 - - E->W - - 3897 - - - - - - 4459 - Wall A-1 1^W->E - - 3973 - 1.0 - 686 - - 4459 - 1 E->W - - 3897 - 1.0 - 686 - - 4459 - Seg. 1 - W->E 567.6 - 1987 - .93 - 637 - 637 2230 0.89 - E->W 556.7 - 1949 - .93 - 637 - 637 2230 0.87 Seg. 2 - Both 0.0 - 0 - 1.0 - 686 - 686 - - Seg. 3 - Both 0.0 - 0 - 1.0 - 686 - 686 - - Seg. 4 - W->E 567.6 - 1987 - .93 - 637 - 637 2230 0.89 - E->W 556.7 - 1949 - .93 - 637 - 637 2230 0.87 Line B Level 2 LnB, Lev2 - Both - - 965 - - - - - - 5688 - Wall B-1 3 Both - - 965 - 1.0 - 364 - - 5688 - Seg. 1 - Both 74.3 - 965 - 1.0 - 364 - 364 4732 0.20 Seg. 2 - Both 0.0 - 0 - .88 - 319 - 319 956 0.00 Level 1 LnB, Lev1 - W->E - - 4579 - - - - - - 6650 - - E->W - - 4488 - - - - - - 6650 - Wall B-1 2 W->E 366.3 - 4579 - 1.0 - 532 - 532 6650 0.69 2 E->W 359.1 - 4488 - 1.0 - 532 - 532 6650 0.67 Line D Level 2 14 WoodWorks® Shearwalls 1600 A2.wsw Jan. 23, 2020 12:19:41 SHEAR RESULTS (flexible wind design, continued) LnD, Lev2 - Both - - 965 - - - - - - 5551 - Wall D-1 3 Both - - 965 - 1.0 - 364 - - 5551 - Seg. 1 - Both 0.0 - 0 - .88 - 319 - 319 956 0.00 Seg. 2 - Both 96.5 - 965 - 1.0 - 364 - 364 3640 0.27 Seg. 3 - Both 0.0 - 0 - .88 - 319 - 319 956 0.00 Level 1 LnD, Lev1 - W->E - - 2164 - - - - - - 9692 - - E->W - - 2149 - - - - - - 9692 - Wall D-1 3 W->E - - 2164 - 1.0 - 364 - - 9692 - 3 E->W - - 2149 - 1.0 - 364 - - 9692 - Seg. 1 - Both 0.0 - 0 - .88 - 319 - 319 956 0.00 Seg. 2 - W->E 90.2 - 2164 - 1.0 - 364 - 364 8736 0.25 - E->W 89.6 - 2149 - 1.0 - 364 - 364 8736 0.25 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 Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 15 WoodWorks® Shearwalls 1600 A2.wsw Jan. 23, 2020 12:19:41 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 2 10960 468.0 2248 2248 2248 2248 1 35603 1118.0 3812 3812 6024 6024 All 46563 - 6060 6060 - - 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 = 0.85; Ev = 0.169 D unfactored; 0.118 D factored; total dead load factor: 0.6 - 0.118 = 0.482 tension, 1.0 + 0.118 = 1.118 compression. 39 WoodWorks® Shearwalls 1600 A2.wsw Jan. 23, 2020 12:19:41 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 2 Ln1, Lev2 3 Both 43.7 - 787 - 1.0 - 260 - 260 4680 0.17 Level 1 Ln1, Lev1 - Both - - 2079 - - - - - - 8288 - Wall 1-1 3 Both - - 2079 - 1.0 - 260 - - 8288 - Seg. 1 - Both 0.0 - 0 - .97 - 252 - 252 1008 0.00 Seg. 2 - Both 0.0 - 0 - 1.0 - 260 - 260 1430 0.00 Seg. 3 - Both 92.4 - 2079 - 1.0 - 260 - 260 5850 0.36 Line 2 Level 2 Ln2, Lev2 - Both - - 787 - - - - - - 3055 - Wall 2-1 3 Both - - 787 - 1.0 - 260 - - 3055 - Seg. 1 - Both 90.8 - 772 - 1.0 - 260 - 260 2210 0.35 Seg. 2 - Both 4.3 - 15 - .93 - 241 - 241 845 0.02 Level 1 Ln2, Lev1 - Both - - 2039 - - - - - - 4420 - Wall 2-1 3 Both - - 2039 - 1.0 - 260 - - 4420 - Seg. 1 - Both 0.0 - 0 - 1.0 - 260 - 260 - - Seg. 2 - Both 96.8 - 484 - 1.0 - 260 - 260 1300 0.37 Seg. 3 - Both 143.4 - 932 - 1.0 - 260 - 260 1690 0.55 Seg. 4 - Both 113.2 - 622 - 1.0 - 260 - 260 1430 0.44 Line 3 Ln3, Lev1 - Both - - 125 - - - - - - 2340 - Wall 3-1 3 Both - - 125 - 1.0 - 260 - - 2340 - Seg. 1 - Both 13.8 - 62 - 1.0 - 260 - 260 1170 0.05 Seg. 2 - Both 13.8 - 62 - 1.0 - 260 - 260 1170 0.05 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 - - 940 - - - - - - 3185 - Wall A-1 1 Both - - 940 - 1.0 - 490 - - 3185 - Seg. 1 - Both 134.2 - 470 - .93 - 455 - 455 1593 0.30 Seg. 2 - Both 0.0 - 0 - 1.0 - 490 - 490 - - Seg. 3 - Both 0.0 - 0 - 1.0 - 490 - 490 - - Seg. 4 - Both 134.2 - 470 - .93 - 455 - 455 1593 0.30 Line B Level 2 LnB, Lev2 - Both - - 787 - - - - - - 4063 - Wall B-1 3 Both - - 787 - 1.0 - 260 - - 4063 - Seg. 1 - Both 60.5 - 787 - 1.0 - 260 - 260 3380 0.23 Seg. 2 - Both 0.0 - 0 - .88 - 228 - 228 683 0.00 Level 1 LnB, Lev1 - Both - - 1945 - - - - - - 4750 - Wall B-1 2 Both 155.6 - 1945 - 1.0 - 380 - 380 4750 0.41 Line D Level 2 LnD, Lev2 - Both - - 787 - - - - - - 3965 - Wall D-1 3 Both - - 787 - 1.0 - 260 - - 3965 - Seg. 1 - Both 0.0 - 0 - .88 - 228 - 228 683 0.00 Seg. 2 - Both 78.7 - 787 - 1.0 - 260 - 260 2600 0.30 Seg. 3 - Both 0.0 - 0 - .88 - 228 - 228 683 0.00 Level 1 LnD, Lev1 - Both - - 1358 - - - - - - 6923 - Wall D-1 3 Both - - 1358 - 1.0 - 260 - - 6923 - Seg. 1 - Both 0.0 - 0 - .88 - 228 - 228 683 0.00 Seg. 2 - Both 56.6 - 1358 - 1.0 - 260 - 260 6240 0.22 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 Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. 40 1600 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 STHD14 5150 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= 40.00 ft SW-1-1 A FUPLIFT = P*H/L - W*L/2 = -1934.40 lbs -0.37561 P=4736.00 lbs Wall line 1 -Total Legnth of walls , L= 27.00 ft SW-2-1 B FUPLIFT = P*H/L - W*L/2 = -2512.67 lbs -0.4879 P=4612.00 lbs 18.00 FT LEVEL 2 Wall line 1 -Total Legnth of walls , L= 13.00 ft SW-2-1 C FUPLIFT = P*H/L - W*L/2 = -897.92 lbs -0.17435 P=1464.00 lbs Transverse Design Base Shear Hold Downs Wall line 1 -Total Legnth of walls , L= 3.00 ft SW-A-1 C FUPLIFT = P*H/L - W*L/2 = 5286.00 lbs 1.026408 P=1987 lbs USE 2 STHD14 ON EACH END OF WALL Wall line 1 -Total Legnth of walls , L= 13.00 ft SW-B-1 C FUPLIFT = P*H/L - W*L/2 = 245.08 lbs 0.047588 P=4579 lbs Wall line 1 -Total Legnth of walls , L= 28.00 ft SW-D-1 A FUPLIFT = P*H/L - W*L/2 = -1404.43 lbs -0.2727 P=2164 lbs LEVEL 2 Wall line 1 -Total Legnth of walls , L= 28.00 ft SW-D-1 A FUPLIFT = P*H/L - W*L/2 = -1479.64 lbs -0.28731 P=965 lbs DATE: 1/28/2020 COMPANY: VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER:-REVIEWED BY: Carlie Berard PROJECT LOCATION: , - LEVEL: LOADING: LRFD LOCATION: HEADER 1.0 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 HEADER 1.0 DIAGRAM BEAM PROPERTIES 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 5182 3994 3298 2376 572 497 3564 977 1800000 1421200 1600000 1271600 K F*ϕ 2.16 2.16 2.16 2.16 2.16 2.16 2.16 1.5 1 1.5 1 1.5 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 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 1263 132 0.07 120 STRENGTH 4145 458 0.3 977 LOCATION (ft) 3 6 3 0 LOAD COMBO 1.2D+1.6S+L 1.2D+1.6S+L Dead + Rf Live 1.2D+1.6S+L TIME EFFECT λ 0.8 0.8 0.8 REACTIONS V-(lbf) M-(lbf-ft) DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 618 0 975 975 0 0 0 0 0 0 0 B 618 0 975 975 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Uniform (lbf/ft) 325 325 0 6 Roof Live Y Uniform (lbf/ft) 200 200 0 6 Dead Y Uniform (lbf/ft) 325 325 0 6 Snow Y Self Weight (lbf/ft) 5.99 5.99 0 6 Dead Y NOTES Page 2 2018 International Building Code LRFDProject Name: New Project DATE: 1/28/2020 COMPANY: VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER:-REVIEWED BY: Carlie Berard PROJECT LOCATION: , - LEVEL: LOADING: LRFD LOCATION: HEADER 1.2 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 11.875 DRY HEADER 1.2 DIAGRAM BEAM PROPERTIES Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 65.31 767.51 164.64 14.9 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 5182 3994 3134 2376 572 497 3564 977 1800000 1421200 1600000 1271600 K F*ϕ 2.16 2.16 2.16 2.16 2.16 2.16 2.16 1.5 1 1.5 1 1.5 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 Beam End Span Length Top Bottom Elev. Diff CL(Top) CL(Bottom) CL(Left) CL(Right) 1 3.75 0 3.75 0 1 0.998 0.998 0.998 2 10 0 10 0 1 0.997 0.998 0.998 3 10 0 10 0 1 0.992 0.998 0.998 PASS-FAIL Bending Stress Y (psi) Shear Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS PASS PASS PASS MAGNITUDE 1359 124 0.122 428 STRENGTH 3137 458 0.25 1082 LOCATION (ft) 3.8 3.56 0 13.75 LOAD COMBO 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr Live 1.2D+1.6L+0.5Lr TIME EFFECT λ 0.8 0.8 0.8 Page 3 2018 International Building Code LRFDProject Name: New Project REACTIONS V-(lbf) M-(lbf-ft) DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 0 0 0 0 0 0 0 0 0 0 0 B 1382 5555 0 0 0 0 0 0 0 0 0 C 1887 3734 0 0 0 0 0 0 0 0 0 D 647 1711 0 0 0 0 0 0 0 0 0 Reaction Location A B C DLOAD LIST Uniform (lbf/ft) 150 150 0 23.75 Dead Y Uniform (lbf/ft) 400 400 0 23.75 Live Y Point (lbf) 1500 - 0 -Live Y Self Weight (lbf/ft) 14.9 14.9 0 23.75 Dead Y NOTES Page 4 2018 International Building Code LRFDProject Name: New Project Location: HEADER 1.2 DATE: 1/28/2020 COMPANY: VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER:-REVIEWED BY: Carlie Berard PROJECT LOCATION: , - LEVEL: LOADING: LRFD LOCATION: HEADER 1.4 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 13.5 DRY HEADER 1.4 DIAGRAM BEAM PROPERTIES Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 74.25 1127.67 187.17 16.93 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 5182 3994 3131 2376 572 497 3564 977 1800000 1421200 1600000 1271600 K F*ϕ 2.16 2.16 2.16 2.16 2.16 2.16 2.16 1.5 1 1.5 1 1.5 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 Beam End Span Length Top Bottom Elev. Diff CL(Top) CL(Bottom) CL(Left) CL(Right) 1 28 0 28 0 1 0.963 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 1691 45 0.673 73 STRENGTH 3953 458 0.933 977 LOCATION (ft) 12.88 0 13.72 0 LOAD COMBO 1.2D+1.6S+L 1.2D+1.6S+L Snow 1.2D+1.6S+L TIME EFFECT λ 0.8 0.8 0.8 REACTIONS V-(lbf) M-(lbf-ft) DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 451 0 696 1046 0 0 0 0 0 0 0 B 423 0 604 954 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Uniform (lbf/ft) 25 25 0 28 Snow Y Point (lbf) 1300 -13 -Snow Y Point (lbf) 400 -13 -Dead Y Point (lbf) 1300 -13 -Roof Live Y Self Weight (lbf/ft) 16.93 16.93 0 28 Dead Y NOTES Page 2 2018 International Building Code LRFDProject Name: New Project DATE: 1/28/2020 COMPANY: VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER:-REVIEWED BY: Carlie Berard PROJECT LOCATION: , - LEVEL: LOADING: LRFD LOCATION: New Roof Rafter CODE: 2018 International Building Code TYPE: ROOF RAFTER NDS: 2018 NDS MATERIAL: GLULAMS Stress Class Rated 24F-1.8E 24F-V4 DF/DF (1) 3.5 X 9 48(in) O.C. DRY New Roof Rafter DIAGRAM BEAM PROPERTIES 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 5182 3994 3232 2376 572 497 3564 977 1800000 1421200 1600000 1271600 K F*ϕ 2.16 2.16 2.16 2.16 2.16 2.16 2.16 1.5 1 1.5 1 1.5 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 Beam End Span Length Top Bottom Elev. Diff CL(Top) CL(Bottom) CL(Left) CL(Right) 1 13 0 13 130 1 0.97 0.999 0.999 PASS-FAIL Bending Stress Y (psi) Shear Stress Y (psi) Deflection (in) Compressive Stress (psi) Tensile Stress (psi) Bearing Stress (psi) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS PASS PASS PASS PASS PASS PASS PASS MAGNITUDE 1680 74 0.619 41 41 98 0 0 STRENGTH 4145 458 0.846 2357 1901 977 1 1 LOCATION (ft) 8.46 0 8.46 0 16.92 0 6.37 6.63 LOAD COMBO 1.2D+1.6S+L 1.2D+1.6S+L Dead + Rf Live 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 TIME EFFECT λ 0.8 0.8 0.8 0.8 0.8 0.8 0.8 Page 3 2018 International Building Code LRFDProject Name: New Project REACTIONS V-(lbf) M-(lbf-ft) DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 568 0 846 846 0 0 0 0 0 0 0 B 568 0 846 846 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Uniform (lbf/ft) 100 100 0 13 Roof Live Y Uniform (lbf/ft) 100 100 0 13 Snow Y Uniform (lbf/ft) 60 60 0 13 Dead Y Self Weight (lbf/ft) 7.18 7.18 0 13 Dead Y NOTES Page 4 2018 International Building Code LRFDProject Name: New Project Location: New Roof Rafter DATE: 1/28/2020 COMPANY: VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER:-REVIEWED BY: Carlie Berard PROJECT LOCATION: , - LEVEL: LOADING: LRFD LOCATION: ridge beam 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 12 DRY ridge beam DIAGRAM BEAM PROPERTIES Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 66 792 166.38 15.05 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 5182 3994 3131 2376 572 497 3564 977 1800000 1421200 1600000 1271600 K F*ϕ 2.16 2.16 2.16 2.16 2.16 2.16 2.16 1.5 1 1.5 1 1.5 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 Beam End Span Length Top Bottom Elev. Diff CL(Top) CL(Bottom) CL(Left) CL(Right) 1 10 0 10 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 1075 108 0.103 246 STRENGTH 4145 458 0.5 977 LOCATION (ft) 5 0 5 0 LOAD COMBO 1.2D+1.6S+L 1.2D+1.6S+L Dead + Rf Live 1.2D+1.6S+L TIME EFFECT λ 0.8 0.8 0.8 REACTIONS V-(lbf) M-(lbf-ft) DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTHY axis A 1275 0 2000 2000 0 0 0 0 0 0 0 B 1275 0 2000 2000 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Uniform (lbf/ft) 400 400 0 10 Snow Y Uniform (lbf/ft) 400 400 0 10 Roof Live Y Uniform (lbf/ft) 240 240 0 10 Dead Y Self Weight (lbf/ft) 15.05 15.05 0 10 Dead Y NOTES Page 2 2018 International Building Code LRFDProject 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 DATE: 1/28/2020 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 1.5 (ft) Wide X 8 (in) Deep Soil Depth TOF: 0 (ft) Unreinforced CONTINUOUS FOOTING DIAGRAMS MATERIAL PROPERTIES fc' (psi) Ec (psi) Density (lbf/ft³) Width (ft) Depth (in) 2500 2880952 145 1.5 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 Spacing (in) # Bars Long fy (psi) Es (psi) Size # 0 2 40000 2.9E+07 4 PASS-FAIL Soil Bearing Pressure (lbf/ft²) One-Way Shear Y (lbf) Moment Y (lbf-ft) PASS/FAIL PASS PASS PASS MAGNITUDE 1012 563 422 STRENGTH 1500 4050 900 LOAD COMBO D+0.75L+0.75S 1.2D+1.6L+0.5Lr 1.2D+1.6L+0.5Lr LOAD LIST Uniform (lbf/ft) 325 325 0 0 Roof Live Z Uniform (lbf/ft) 195 195 0 0 Dead Z Uniform (lbf/ft) 325 325 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 Uniform (lbf/ft) 520 520 0 0 Live Z Uniform (lbf/ft) 195 195 0 0 Dead Z Uniform (lbf/ft) 90 90 0 0 Dead Z NOTES Per IRC R403.1.3.1 Stem wall shall have one #4 bar 4 feet O.C. with a standard hook into the bottom of the footing and extend not less than 14 inches into the stem wall. Page 2 2018 International Building CodeProject Name: New Project PASS DATE: 11/11/2019 COMPANY: VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR REVIEWED BY: Carlie Berard PROJECT LOCATION: , 98226 LEVEL: LOADING: LOCATION: 24 DIA 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 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 0 3 REBAR fy (psi) Es (psi) Size # 40000 2.9E+07 4 PASS-FAIL Soil Bearing Pressure (lbf/ft²) Crushing (lbf) Two Way Shear (Punching) (lbf) One Way Shear Y (lbf) Moment X (lbf-ft) One Way Shear X (lbf) Moment Y (lbf-ft) PASS/FAIL PASS PASS PASS PASS PASS PASS PASS MAGNITUDE 1250 211 7600 39 680 101 1464 STRENGTH 1500 1381 73950 15300 5000 15300 5000 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 Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (lbf) 4000 - 0 -Live Z Point (lbf) 1000 - 0 -Dead Z NOTES