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HomeMy WebLinkAboutBLD2020-00623-07B- ENGINEERINGEngineering 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] 1233 - FARRINGER 11/30/2020 [Site] [Rev] 69 WHISPERING CEDARS LN CHIMACUM, WA 98325 [Client] [Scope] ☒Lateral Design ☐Exterior Posts B ☒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 B 130 MPH 140 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 11.11233.wsw Nov. 30, 2020 11:39:03 -10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70' -30' -25' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 6- 1 A-1 2 - 1 E-1 C-1 1 - 1 2 - 2 B-1 5- 1 E-2 D-13- 1 4- 1 Segmented Perforated Non-shearwall Aspect factor Orange = Selected wall(s) Level 1 of 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1 1233.wsw Nov. 30, 2020 11:47:20 Project Information DESIGN SETTINGS Design Code IBC 2015/AWC SDPWS 2015 Wind Standard ASCE 7-10 Directional (All heights) Seismic Standard ASCE 7-10 Load Combinations For Design (ASD) 0.70 Seismic + 0.60 Dead 0.60 Wind + 0.60 Dead For Deflection (Strength) 1.00 Seismic + 0.90 Dead 1.00 Wind + 0.90 Dead Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 15% <=19% 10% <=19% Max Shearwall Offset [ft] Plan (within story) 0.50 Elevation (between stories) - Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non-identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.2-1 Drift limit for wind design: 1 / 500 story height SITE INFORMATION Risk Category Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 130 mph Exposure Exposure C Enclosure Enclosed Structure Type Building System Design Category Site Class Category II - All others Regular Bearing Wall B D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 0ft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.400g Ss: 0.750g Fundamental Period E-W N-S T Used 0.131s 0.131s Approximate Ta 0.131s 0.131s Maximum T 0.184s 0.184s Response Factor R 6.50 6.50 Fa: 1.20 Fv: 1.60 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 100 mph 1 WoodWorks® Shearwalls 1233.wsw Nov. 30, 2020 11:47:20 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft] Depth [in] Height [ft] shrinkage [in]length [in] Ceiling 11.83 0.0 Level 1 2.83 10.0 9.00 13.8 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 1 Story N-S Ridge Location X,Y =22.00 -19.50 North Gable 90.0 1.00 Extent X,Y =32.00 41.50 South Gable 90.0 1.00 Ridge X Location, Offset 38.00 0.00 East Side 22.5 1.00 Ridge Elevation, Height 18.46 6.63 West Side 22.5 1.00 Block 2 1 Story E-W Ridge Location X,Y =0.00 0.00 North Side 22.5 1.00 Extent X,Y =22.00 22.00 South Side 22.5 1.00 Ridge Y Location, Offset 11.00 0.00 East Joined 157.5 1.00 Ridge Elevation, Height 16.39 4.56 West Gable 90.0 1.00 2 WoodWorks® Shearwalls 1233.wsw Nov. 30, 2020 11:47:20 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 -3 Vert 83500 8d Nail N 6 12 Y 3 Legend: Grp – Wall Design Group number, used to reference wall in other tables Surf – Exterior or interior surface when applied to exterior wall Ratng – Span rating, see SDPWS Table C4.2.2.2C Thick – Nominal panel thickness GU - Gypsum underlay thickness Ply – Number of plies (or layers) in construction of plywood sheets Or – Orientation of longer dimension of sheathing panels Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw – drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes). Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1-1/8”. Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4” long. 5/8” gypsum sheathing can also use 6d cooler or GWB nail Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg – Panel edge fastener spacing Fd – Field spacing interior to panels Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes – Notes below table legend which apply to sheathing side Notes: 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Segmented 2 3 11 3 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 1233.wsw Nov. 30, 2020 11:47:20 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible 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. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm Under-capacity hold-downs were found on the following walls: Level 1: A-1, B-1, C-1, 2-1, 2-2, 6-1 Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (wind) or 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 11 WoodWorks® Shearwalls 1233.wsw Nov. 30, 2020 11:47:20 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 1 Ln1, Lev1 1 Both 74.5 - 1638 - 1.0 - 364 - 364 8008 0.20 Line 2 Ln2, Lev1 - S->N - - 4572 - - - - - - 9828 - - N->S - - 4682 - - - - - - 9828 - Wall 2-1 1 S->N - - 1439 - 1.0 - 364 - - 3094 - 1 N->S - - 1474 - 1.0 - 364 - - 3094 - Seg. 1 - S->N 112.9 - 339 - .67 - 243 - 243 728 0.47 - N->S 115.6 - 347 - .67 - 243 - 243 728 0.48 Seg. 2 - S->N 169.3 - 1101 - 1.0 - 364 - 364 2366 0.47 - N->S 173.4 - 1127 - 1.0 - 364 - 364 2366 0.48 Wall 2-2 1 S->N - - 3133 - 1.0 - 364 - - 6734 - 1 N->S - - 3208 - 1.0 - 364 - - 6734 - Seg. 1 - S->N 169.3 - 847 - 1.0 - 364 - 364 1820 0.47 - N->S 173.4 - 867 - 1.0 - 364 - 364 1820 0.48 Seg. 2 - S->N 169.3 - 2286 - 1.0 - 364 - 364 4914 0.47 - N->S 173.4 - 2341 - 1.0 - 364 - 364 4914 0.48 Line 6 Ln6, Lev1 - S->N - - 3017 - - - - - - 8756 - - N->S - - 3312 - - - - - - 8756 - Wall 6-1 1 S->N - - 3017 - 1.0 - 364 - - 8756 - 1 N->S - - 3312 - 1.0 - 364 - - 8756 - Seg. 1 - S->N 111.5 - 446 - .89 - 324 - 324 1294 0.34 - N->S 122.4 - 490 - .89 - 324 - 324 1294 0.38 Seg. 2 - S->N 125.4 - 1003 - 1.0 - 364 - 364 2912 0.34 - N->S 137.7 - 1102 - 1.0 - 364 - 364 2912 0.38 Seg. 3 - S->N 125.4 - 1317 - 1.0 - 364 - 364 3822 0.34 - N->S 137.7 - 1446 - 1.0 - 364 - 364 3822 0.38 Seg. 4 - S->N 83.6 - 251 - .67 - 243 - 243 728 0.34 - N->S 91.8 - 275 - .67 - 243 - 243 728 0.38 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 - - 601 - - - - - - 2285 - Wall A-1 1 Both - - 601 - 1.0 - 364 - - 2285 - Seg. 1 - Both 85.1 - 341 - .89 - 324 - 324 1294 0.26 Seg. 2 - Both 74.5 - 261 - .78 - 283 - 283 991 0.26 Line B LnB, Lev1 - Both - - 1693 - - - - - - 1982 - Wall B-1 1^Both - - 1693 - 1.0 - 364 - - 1982 - Seg. 1 - Both 241.9 - 847 - .78 - 283 - 283 991 0.85 Seg. 2 - Both 241.9 - 847 - .78 - 283 - 283 991 0.85 Seg. 3 - Both 0.0 - 0 - 1.0 - 364 - 364 - - Line C LnC, Lev1 - W->E - - 3435 - - - - - - 8008 - - E->W - - 3315 - - - - - - 8008 - Wall C-1 1 W->E 156.2 - 3435 - 1.0 - 364 - 364 8008 0.43 1 E->W 150.7 - 3315 - 1.0 - 364 - 364 8008 0.41 Line E LnE, Lev1 - W->E - - 2649 - - - - - - 8736 - - E->W - - 2528 - - - - - - 8736 - Wall E-1 1 W->E - - 1214 - 1.0 - 364 - - 4004 - 1 E->W - - 1159 - 1.0 - 364 - - 4004 - Seg. 1 - W->E 73.6 - 221 - .67 - 243 - 243 728 0.30 - E->W 70.2 - 211 - .67 - 243 - 243 728 0.29 Seg. 2 - W->E 110.4 - 773 - 1.0 - 364 - 364 2548 0.30 - E->W 105.3 - 737 - 1.0 - 364 - 364 2548 0.29 Seg. 3 - W->E 73.6 - 221 - .67 - 243 - 243 728 0.30 - E->W 70.2 - 211 - .67 - 243 - 243 728 0.29 Wall E-2 1 W->E - - 1435 - 1.0 - 364 - - 4732 - 1 E->W - - 1369 - 1.0 - 364 - - 4732 - Seg. 1 - Both 0.0 - 0 - 1.0 - 364 - 364 - - Seg. 2 - W->E 110.4 - 1435 - 1.0 - 364 - 364 4732 0.30 - E->W 105.3 - 1369 - 1.0 - 364 - 364 4732 0.29 Legend: 12 WoodWorks® Shearwalls 1233.wsw Nov. 30, 2020 11:47:20 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. 13 WoodWorks® Shearwalls 1233.wsw Nov. 30, 2020 11:47:20 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [lbs]Diaphragm Force Fpx [lbs] [lbs] [sq.ft]E-W N-S E-W N-S 1 32467 1685.0 2997 2997 3896 3896 All 32467 - 2997 2997 - - Legend: Building mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. 23 WoodWorks® Shearwalls 1233.wsw Nov. 30, 2020 11:47:20 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 1 Ln1, Lev1 1 Both 15.8 - 347 - 1.0 - 260 - 260 5720 0.06 Line 2 Ln2, Lev1 - Both - - 971 - - - - - - 7020 - Wall 2-1 1 Both - - 306 - 1.0 - 260 - - 2210 - Seg. 1 - Both 24.0 - 72 - .67 - 173 - 173 520 0.14 Seg. 2 - Both 36.0 - 234 - 1.0 - 260 - 260 1690 0.14 Wall 2-2 1 Both - - 665 - 1.0 - 260 - - 4810 - Seg. 1 - Both 36.0 - 180 - 1.0 - 260 - 260 1300 0.14 Seg. 2 - Both 36.0 - 486 - 1.0 - 260 - 260 3510 0.14 Line 6 Ln6, Lev1 - Both - - 780 - - - - - - 6254 - Wall 6-1 1 Both - - 780 - 1.0 - 260 - - 6254 - Seg. 1 - Both 28.8 - 115 - .89 - 231 - 231 924 0.12 Seg. 2 - Both 32.4 - 259 - 1.0 - 260 - 260 2080 0.12 Seg. 3 - Both 32.4 - 340 - 1.0 - 260 - 260 2730 0.12 Seg. 4 - Both 21.6 - 65 - .67 - 173 - 173 520 0.12 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 - - 213 - - - - - - 1632 - Wall A-1 1 Both - - 213 - 1.0 - 260 - - 1632 - Seg. 1 - Both 30.2 - 121 - .89 - 231 - 231 924 0.13 Seg. 2 - Both 26.4 - 92 - .78 - 202 - 202 708 0.13 Line B LnB, Lev1 - Both - - 325 - - - - - - 1416 - Wall B-1 1 Both - - 325 - 1.0 - 260 - - 1416 - Seg. 1 - Both 46.5 - 163 - .78 - 202 - 202 708 0.23 Seg. 2 - Both 46.5 - 163 - .78 - 202 - 202 708 0.23 Seg. 3 - Both 0.0 - 0 - 1.0 - 260 - 260 - - Line C LnC, Lev1 - Both - - 774 - - - - - - 5720 - Wall C-1 1 Both 35.2 - 774 - 1.0 - 260 - 260 5720 0.14 Line E LnE, Lev1 - Both - - 786 - - - - - - 6240 - Wall E-1 1 Both - - 360 - 1.0 - 260 - - 2860 - Seg. 1 - Both 21.8 - 65 - .67 - 173 - 173 520 0.13 Seg. 2 - Both 32.7 - 229 - 1.0 - 260 - 260 1820 0.13 Seg. 3 - Both 21.8 - 65 - .67 - 173 - 173 520 0.13 Wall E-2 1 Both - - 426 - 1.0 - 260 - - 3380 - Seg. 1 - Both 0.0 - 0 - 1.0 - 260 - 260 - - Seg. 2 - Both 32.7 - 426 - 1.0 - 260 - 260 3380 0.13 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir – Direction of seismic force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 24 1233 Wind Wind Speed VULT 140 mph VASD 130 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= 674.66 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= 14.00 ft SW-2-1 B FUPLIFT = P*H/L - W*L/2 = -1152.43 lbs -0.22377 P=1474.00 lbs Wall line 1 -Total Legnth of walls , L= 22.00 ft SW-2-2 B FUPLIFT = P*H/L - W*L/2 = -1987.64 lbs -0.38595 P=3208.00 lbs Wall line 1 -Total Legnth of walls , L= 42.00 ft SW-6-1 A FUPLIFT = P*H/L - W*L/2 = -2440.29 lbs -0.47384 P=3312.00 lbs Transverse Design Base Shear Hold Downs Wall line 1 -Total Legnth of walls , L= 13.00 ft SW-A-1 C FUPLIFT = P*H/L - W*L/2 = -2508.92 lbs -0.48717 P=601 lbs Wall line 1 -Total Legnth of walls , L= 13.00 ft SW-B-1 C FUPLIFT = P*H/L - W*L/2 = -1752.92 lbs -0.34037 P=1693 lbs Wall line 1 -Total Legnth of walls , L= 22.00 ft SW-C-1 B FUPLIFT = P*H/L - W*L/2 = -1894.77 lbs -0.36792 P=3435 lbs TYPICAL HEADER DIAGRAM DATE: 11/25/2020 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES REVIEWED BY: Carlie Berard PROJECT LOCATION: , . LEVEL: LOADING: LRFD 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 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 (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 (65.0%) PASS (62.9%) PASS (71.7%) PASS (76.6%) MAGNITUDE 160.3 1539.0 0.085 (=L/847) 229.0 STRENGTH 457.9 4145.3 0.300 (=L/240) 977.0 LOCATION (ft) 6 3 3 0 LOAD COMBO 1.2D+1.6S+L 1.2D+1.6S+L D+Lr 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 738 0 1200 1200 0 0 0 0 0 0 0 B 738 0 1200 1200 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Uniform (lbf/ft) 240 240 0 6 Dead Y Uniform (lbf/ft) 400 400 0 6 Roof Live Y Uniform (lbf/ft) 400 400 0 6 Snow Y Self Weight (lbf/ft) 5.99 5.99 0 6 Dead Y Page 1 2018 International Building Code LRFDProject Name: New Project PORCH HEADER DIAGRAM DATE: 11/25/2020 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES REVIEWED BY: Carlie Berard PROJECT LOCATION: , . LEVEL: LOADING: LRFD LOCATION: 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 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 5182 3994 3177 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 (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 21 0 21 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 (87.4%) PASS (66.6%) PASS (34.5%) PASS (88.2%) MAGNITUDE 57.8 1386.4 0.458 (=L/550) 115.5 STRENGTH 457.9 4145.3 0.700 (=L/360) 977.0 LOCATION (ft) 21 10.5 10.5 0 LOAD COMBO 1.2D+1.6S+L 1.2D+1.6S+L S 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 453 0 1050 1050 0 0 0 0 0 0 0 B 453 0 1050 1050 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Uniform (lbf/ft) 30 30 0 21 Dead Y Uniform (lbf/ft) 100 100 0 21 Roof Live Y Uniform (lbf/ft) 100 100 0 21 Snow Y Self Weight (lbf/ft) 13.17 13.17 0 21 Dead Y Page 1 2018 International Building Code LRFDProject Name: New Project GARADE HEADER DIAGRAM DATE: 11/25/2020 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES REVIEWED BY: Carlie Berard PROJECT LOCATION: , . LEVEL: LOADING: LRFD LOCATION: GARADE 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 12 DRY 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 (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 16 0 16 0 1.00 0.98 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (74.0%) PASS (54.0%) PASS (41.2%) PASS (72.1%) MAGNITUDE 119.3 1908.5 0.471 (=L/408) 272.6 STRENGTH 457.9 4145.3 0.800 (=L/240) 977.0 LOCATION (ft) 0 8 8 0 LOAD COMBO 1.2D+1.6S+L 1.2D+1.6S+L D+Lr 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 1440 0 2200 2200 0 0 0 0 0 0 0 B 1440 0 2200 2200 0 0 0 0 0 0 0 Reaction Location A BLOAD LIST Uniform (lbf/ft) 165 165 0 16 Dead Y Uniform (lbf/ft) 275 275 0 16 Roof Live Y Uniform (lbf/ft) 275 275 0 16 Snow Y Self Weight (lbf/ft) 15.05 15.05 0 16 Dead Y Page 1 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 New Continuous Footing DIAGRAMS DATE: 11/25/2020 COMPANY: -- VITRUVIUS BUILD: StruCalc DESIGNED BY: Carlie Berard CUSTOMER: LEXAR HOMES 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 1.334 (ft) Wide X 8 (in) Deep Soil Depth TOF: 0 (ft) Unreinforced (Plain) Concrete MATERIAL PROPERTIES fc' (psi) Ec (psi) Density (lbf/ft³) Width (ft) Depth (in) 2500 2880952 145 1.334 8 Width (in) Height (in) Material Offset (in) 8 24 Concrete 0 Bearing Strength (lbf/ft²) Density (lbf/ft³) Cohesion Friction Angle Depth (ft) Rankine Coefficient (Kp) 1500 140 0 30 0 0 Bar Size # Transv. Spacing (in) # Longit. Bars fy (psi) Es (psi) None None None 40000 2.9E+07 PASS-FAIL Soil Bearing Pressure (lbf/ft²) One-Way Shear Y (lbf) Moment Y (lbf-ft) PASS/FAIL PASS (50.3%) PASS (91.9%) PASS (72.2%) MAGNITUDE 746.1 328.9 250.5 STRENGTH 1500.0 4050.0 900.0 LOAD COMBO D+0.75L+0.75S 1.2D+1.6S+L 1.2D+1.6S+L LOAD LIST Uniform (lbf/ft) 400 400 0 1 Roof Live Z Uniform (lbf/ft) 240 240 0 1 Dead Z Uniform (lbf/ft) 400 400 0 1 Snow 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) 5.33 5.33 0 1 Dead Z Page 1 2018 International Building CodeProject Name: New Project NOTES Footing is designed as plain concrete. Designer shall verify that all applicable code provisions for plain concrete are satisfied. Page 2 2018 International Building CodeProject Name: New Project Location: New Continuous Footing 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