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Home My WebLink AboutBLD2021-00680 - 07B EngineeringStructural Calculations MACRAE RESIDENCE 35 FLEET DRIVE PORT LUDLOW, WA 98365 prepared for: 2715 AUBURN WAY NORTH AUBURN, WA 98002 prepared by: 4815 Center Street Tacoma, WA 98409 October 12, 2021 S&H Job Number 19,435 ARMSTRONG BUILDING COMPONENTS RECEIVED BY DCD 11/18/2021 MACRAE RESIDENCE 35 FLEET DRIVE PORT LUDLOW, WA 98365 CALCULATIONS PREPARED FOR ARMSTRONG BUILDING COMPONENTS 2715 AUBURN WAY NORTH AUBURN, WA 98002 10/12/21 October 12, 2021 S & H Job Number: 19,435 Tacoma, WA 98409 PREPARED BY 4815 Center Street RECEIVED BY DCD 11/18/2021 SITTS & HILL ENGINEERS, INC.DESIGNED TJC DATE 10/11/2021 JOB 19,435 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 10/11/2021 PROJECT CALCULATION INDEX BASIS 1 GRAVITY DESIGN 2 - 35 DESIGN LOADS 2 ROOF FRAMING KEY PLAN 3 ROOF FRAMING 4 - 21 FOUNDATION AND FLOOR FRAMING KEY PLAN 22 FLOOR FRAMING 23 - 28 POST AND FOOTING DESIGN 29 - 31 WALL DESIGN 32 - 35 LATERAL DESIGN 36 - 53 LATERAL DESIGN CRITERIA 36 - 40 SHEAR WALL KEY PLAN 41 SHEAR WALL DESIGN 42 - 53 MACRAE RESIDENCE O:\19400\19435\Calculations\Structural\19435 JPV RECEIVED BY DCD 11/18/2021 SITTS & HILL ENGINEERS, INC.DESIGNED TJC DATE 10/6/2021 JOB 19,435 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 10/11/2020 PROJECT PAGE 1 BASIS FOR DESIGN BUILDING CODE: RISK CATEGORY:II. GRAVITY LOADS: LATERAL LOAD CRITERIA: FOUNDATIONS: CONCRETE: REINFORCING: All bars shall be ASTM A615, Grade 60, unless noted otherwise. WOOD:HF #2 HF #2 HF #2 DF #2 HF #2 DF #2 HF #2 HF #2 DF #2 DF #2 DF #2 Glue-laminated beams (glulams): Fb = 2,400 PSI, Fv = 265 psi, Fc-perp = 650 psi, E = 1,800,000 psi. Parallel Strand Lumber (PSL): Fb = 2,900 psi, Fv = 290 psi, Fc-perp = 650 psi, E = 2,000,000 psi. Laminated Strand Lumber (LSL): Fb = 1,700 psi, Fv = 400 psi, Fc-perp = 680 psi, E = 1,300,000 psi. Laminated Veneer Lumber (LVL): Fb = 2,600 psi, Fv = 285 psi, Fc-perp = 750 psi, E = 1,900,000 psi. Pre-fabricated wood trusses: 4x6 or larger 6x6 or larger Pre-fabricated wood trusses shall be designed by a professional engineer registered in the State of Washington. Studs 2x4 2x6 and larger Posts 4x4 Minimum compressive strength of concrete shall be 3,000 psi to comply with the exception of IBC Section 1904.1 for Group R-2 and R-3 Occupancies. Structural design is based on f'c of 2,500 psi. Per IBC Section 1705.3, no special inspection is required. Joists 2x4 2x6 and larger Beams 4" width or less Greater than 4" width Ledger 4" width or less Top Plates All Sizes Wind Speed = 110 mph, Exposure: B. Seismic Site Class: D. Seismic Design Category: D. Allowable soil bearing pressure = 1,500 psf (assumed). MACRAE RESIDENCE 2018 Edition of the International Building Code with State of Washington amendments shall be used and supplemented with ASCE 7-16. Roof Snow Load = 25 psf. Superimposed Dead Load on Roof Trusses = 16 psf. Residential Floor Dead Load = 12 psf. Residential Floor Live Load = 40 psf. O:\19400\19435\Calculations\Structural\19435 JPV RECEIVED BY DCD 11/18/2021 SITTS & HILL ENGINEERS, INC.DESIGNED TJC DATE 10/6/2021 JOB 19,435 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 10/11/2021 PROJECT PAGE 2 DESIGN LOADS ROOF LIVE LOAD:Snow Load ROOF DEAD LOAD: Roofing Plywood Insulation Ceiling Lighting, Mechanical, Electrical, Misc. -------------------------- Superimposed on Roof Trusses Trusses Beams -------------------------- Total Dead Load RESIDENTIAL FLOOR LIVE LOAD: RESIDENTIAL FLOOR DEAD LOAD: Flooring Insulation Floor Framing Ceiling Lighting, Mechanical, Electrical, Misc. -------------------------- Total Dead Load 1.0 PSF 1.5 PSF 12.0 PSF 25.0 PSF 3.0 PSF 2.0 PSF 1.0 PSF 2.0 PSF 16.0 PSF 40.0 PSF 1.0 PSF 3.0 PSF MACRAE RESIDENCE 5.0 PSF 13.0 PSF 2.0 PSF 1.0 PSF 5.5 PSF O:\19400\19435\Calculations\Structural\19435 JPV RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ 3RECEIVED BY DCD 11/18/2021 G2 G4 G1 G3 G5 G6 G7 G8 Br 1 Br 2 Br 3 Br 4 Br 5 Br 6 P1 P2 P3 P4 ROOF FRAMING KEY PLAN 3/32" = 1'-0" Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ GRAVITY DESIGN ROOF LOADING: ≔DLr 16 psf ≔SLr 25 psf FLOOR LOADING: ≔DLfl 12 psf ≔LLfl 40 psf WALL WEIGHT: ≔DLw 10 psf ROOF FRAMING Truss Girders G1 ≔l 25.5 ft including 2 ft overhang @ north end Loading from l = 0ft to l = 17ft: ≔tw =⋅7.5 ft 0.5 3.75 ft ≔qDL =⋅DLr tw 60 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 94 plf Tapered Loading from l = 17ft to l= 25.5ft: ≔tw17 =⋅10 ft 0.5 5.00 ft ≔tw25.5 =⋅4 ft 0.5 2.00 ft ≔qDL17 =⋅DLr tw17 80 plf ≔qLL17 0 plf ≔qSL17 =⋅SLr tw17 125 plf ≔qDL25.5 =⋅DLr tw25.5 32 plf ≔qLL25.5 0 plf ≔qSL25.5 =⋅SLr tw25.5 50 plf ≔G1S 0.41 0 0.65 [[]]kip Reaction at South G1 Support (@ 0 ft) per Attached Enercalc ≔G1M 1.07 0 1.68 [[]]kip Reaction at Middle G1 Support (@ 17 ft) per Attached Enercalc ≔G1N 0.01 0 0.02 [[]]kip Reaction at North G1 Support (@ 23.5ft) per Attached Enercalc G2 ≔l 7.67 ft ≔tw =⋅17 ft 0.5 8.50 ft ≔qDL =⋅DLr tw 136 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 213 plf ≔G2 =――⋅qDL l 2 ――⋅qLL l 2 ――⋅qSL l 2 ⎡ ⎢⎣ ⎤ ⎥⎦522 0 815 [[]]lbf Reactions at G2 Supports 4RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ G3 ≔l 19 ft including 2 ft overhang @ west end Loading from l = 0ft to l = 7.5ft: ≔tw =⋅4.5 ft 0.5 2.25 ft ≔qDL =⋅DLr tw 36 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 56 plf Loading from l = 7.5ft to l= 14.75ft: ≔tw =⋅17 ft 0.5 8.50 ft ≔qDL =⋅DLr tw 136 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 213 plf Loading from l = 14.75ft to l = 19ft: ≔tw =⋅23.25 ft 0.5 11.63 ft ≔qDL =⋅DLr tw 186 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 291 plf Point Load @ 7.5 ft: ≔P =+G1S G2 932 0 1465 [[]]lbf ≔G3W 1.43 0 2.24 [[]]kip Reaction at West G3 Support (@ 2 ft) per Attached Enercalc ≔G3E 1.55 0 2.43 [[]]kip Reaction at East G3 Support (@ 19 ft) per Attached Enercalc G4 ≔l 5.1 ft ≔tw =⋅17.5 ft 0.5 8.75 ft ≔qDL =⋅DLr tw 140 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 219 plf ≔G4 =――⋅qDL l 2 ――⋅qLL l 2 ――⋅qSL l 2 ⎡ ⎢⎣ ⎤ ⎥⎦357 0 558 [[]]lbf Reactions at G4 Supports 5RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ G5 ≔l 32 ft including 2 ft overhang @ each end Loading from l = 0ft to l = 6ft: ≔tw =⋅2 ft 0.5 1.00 ft ≔qDL =⋅DLr tw 16 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 25 plf Loading from l = 6ft to l= 14ft: ≔tw =⋅8 ft 0.5 4.00 ft ≔qDL =⋅DLr tw 64 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 100 plf Loading from l = 14ft to l = 32ft: ≔tw =⋅2 ft 0.5 1.00 ft ≔qDL =⋅DLr tw 16 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 25 plf Point Load @ 14 ft: ≔P =G4 357 0 558 [[]]lbf ≔G5S -0.73 0 -1.15⎡⎣⎤⎦kip Reaction at South G5 Support (@ 2 ft) per Attached Enercalc ≔G5M 1.71 0 2.67 [[]]kip Reaction at Middle G5 Support (@ 6 ft) per Attached Enercalc ≔G5N 0.27 0 0.42 [[]]kip Reaction at North G5 Support (@ 30 ft) per Attached Enercalc G6 ≔l 9 ft ≔tw =⋅8 ft 0.5 4.00 ft ≔qDL =⋅DLr tw 64 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 100 plf ≔G6 =――⋅qDL l 2 ――⋅qLL l 2 ――⋅qSL l 2 ⎡ ⎢⎣ ⎤ ⎥⎦288 0 450 [[]]lbf Reactions at G6 Supports 6RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ G7 ≔l 24 ft including 2 ft over- hang @ east end ≔tw =⋅10 ft 0.5 5.00 ft ≔qDL =⋅DLr tw 80 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 125 plf ≔G7W =⋅qDL qLL qSL⎡⎣⎤⎦―――⋅l 10 ft 22 ft 0.87 0.00 1.36 [[]]kip Reaction at West G7 Supports ≔G7E =⋅qDL qLL qSL⎡⎣⎤⎦―――⋅l 12 ft 22 ft 1.05 0.00 1.64 [[]]kip Reaction at East G7 Supports G8 ≔l 18.5 ft Loading from l = 0ft to l = 10.5ft: ≔tw =⋅24 ft 0.5 12.00 ft ≔qDL =⋅DLr tw 192 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 300 plf Loading from l = 10.5ft to l= 18.5ft: ≔tw =⋅4 ft 0.5 2.00 ft ≔qDL =⋅DLr tw 32 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 50 plf Point Load @ 10.5 ft: ≔P =G7W 873 0 1364 [[]]lbf ≔G8S 1.88 0 2.93 [[]]kip Reaction at South G8 Support (@ 0 ft) per Attached Enercalc ≔G8N 1.27 0 1.98 [[]]kip Reaction at North G8 Support (@ 18.5 ft) per Attached Enercalc Loading from l = 0ft to l = 10.5ft: ≔tw =⋅24 ft 0.5 12.00 ft ≔qDL =⋅DLr tw 192 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 300 plf Loading from l = 10.5ft to l= 18.5ft: ≔tw =⋅4 ft 0.5 2.00 ft ≔qDL =⋅DLr tw 32 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 50 plf Point Load @ 10.5 ft: ≔P =G7W 873 0 1364 [[]]lbf ≔G8S 1.88 0 2.93 [[]]kip Reaction at South G8 Support (@ 0 ft) per Attached Enercalc ≔G8N 1.27 0 1.98 [[]]kip Reaction at North G8 Support (@ 18.5 ft) per Attached Enercalc 7RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ BEAMS Br1 5 1/2x 10 1/2 GLB 24F-V4 OK PER ATTACHED ENERCALC Br1 ≔l 12 ft ≔tw =⋅8.5 ft 0.5 4.25 ft Loading: ≔qDL =⋅DLr tw 68 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 106 plf Point Load @ 10.5 ft ≔P =G1N 10 0 20 [[]]lbf Support Reactions:≔Br1 =+⋅qDL qLL qSL⎡⎣⎤⎦―l 2 ―P 2 413 0 648 [[]]lbf Br2 Br2 3 1/2x 9 GLB 24F-V4 (STANDARD HEADER) OK PER ATTACHED ENERCALC≔l 6 ft ≔tw =⋅25.5 ft 0.5 12.8 ft Loading: ≔qDL =⋅DLr tw 204 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 319 plf Support Reactions:≔Br2 612 0 957 [[]]lbf Br3 Br3 5 1/2x 9 GLB 24F-V4 OK PER ATTACHED ENERCALC ≔l 4 ft ≔tw =⋅25.5 ft 0.5 12.75 ft Loading: ≔qDL =⋅DLr tw 204 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 319 plf Point Load @ midspan: ≔P =G5N 270 0 420 [[]]lbf ≔Br3 568 0 848 [[]]lbfSupport Reactions: 8RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ Br4Br4 5 1/2x 9 GLB 24F-V4 OK PER ATTACHED ENERCALC≔l 6 ft ≔tw =⋅24 ft 0.5 12 ft Loading: ≔qDL =⋅DLr tw 192 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 300 plf Point Load @ 4.16 ft: ≔P =G7E 1047 0 1636 [[]]lbf Support Reactions:≔Br4S 929 0 1402 [[]]lbf ≔Br4N 1334 0 2034 [[]]lbf Br5 Br5 5 1/2x 12GLB 24F-V4 OK PER ATTACHED ENERCALC≔l 16 ft ≔tw 4 ft Loading: ≔qDL =⋅DLr tw 64 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 100 plf Point Load @ 10.67 ft, point load omitted for more conservative analysis ≔P =G5S -730 0 -1150⎡⎣⎤⎦lbf Support Reactions:≔Br5 626 0 800 [[]]lbf Br6 Br6 5 1/2x 9 GLB 24F-V4 OK PER ATTACHED ENERCALC ≔l 9 ft ≔tw 6 ft Loading: ≔qDL =⋅DLr tw 96 plf ≔qLL 0 plf ≔qSL =⋅SLr tw 150 plf ≔Br6 463 0 675 [[]]lbfSupport Reactions: 9RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Br1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2400 1850 1650 650 1800 950 265 1100 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600 ksi 850 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0680, S = 0.1060 , Tributary Width = 1.0 ft Point Load : D = 0.010, S = 0.020 k @ 10.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.136: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 6.000 ft 24.04 psi= = 2,760.00 psi 5.5x10.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 5.5x10.5 Maximum Shear Stress Ratio 0.079 : 1 11.168 ft= = 374.56 psi Maximum Deflection 0 <480 1670 Ratio =0 <180 Max Downward Transient Deflection 0.053 in 2739Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.086 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 12.0 ft 1 0.068 0.039 0.90 1.000 1.00 1.00 1.00 1.23 146.23 2160.00 0.36 238.501.00 9.35 1.00+D+S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.136 0.079 1.15 1.000 1.00 1.00 1.00 3.15 374.56 2760.00 0.93 304.751.00 24.04 1.00+D+0.750S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.115 0.067 1.15 1.000 1.00 1.00 1.00 2.67 317.48 2760.00 0.78 304.751.00 20.37 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 12.0 ft 1 0.023 0.013 1.60 1.000 1.00 1.00 1.00 0.74 87.74 3840.00 0.22 424.001.00 5.61 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.048 1.070 Overall MINimum 0.639 0.654 10RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Br1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS D Only 0.409 0.417 +D+S 1.048 1.070 +D+0.750S 0.888 0.907 +0.60D 0.246 0.250 S Only 0.639 0.654 11RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Br2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.2040, S = 0.3190 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.217: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 56.17 psi= = 2,760.00 psi 3.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 3.5x9 Maximum Shear Stress Ratio 0.184 : 1 0.000 ft= = 597.71 psi Maximum Deflection 0 <480 1796 Ratio =0 <180 Max Downward Transient Deflection 0.024 in 2945Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.040 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 6.0 ft 1 0.108 0.092 0.90 1.000 1.00 1.00 1.00 0.92 233.14 2160.00 0.46 238.501.00 21.91 1.00+D+S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.217 0.184 1.15 1.000 1.00 1.00 1.00 2.35 597.71 2760.00 1.18 304.751.00 56.17 1.00+D+0.750S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.184 0.156 1.15 1.000 1.00 1.00 1.00 1.99 506.57 2760.00 1.00 304.751.00 47.61 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.036 0.031 1.60 1.000 1.00 1.00 1.00 0.55 139.89 3840.00 0.28 424.001.00 13.15 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.569 1.569 Overall MINimum 0.957 0.957 D Only 0.612 0.612 12RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Br2 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+S 1.569 1.569 +D+0.750S 1.330 1.330 +0.60D 0.367 0.367 S Only 0.957 0.957 13RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Br3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.2040, S = 0.3190 , Tributary Width = 1.0 ft Point Load : D = 0.270, S = 0.420 k @ 2.0 ft, (G5N) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.076: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 24.80 psi= = 2,760.00 psi 5.5x10.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 5.5x10.5 Maximum Shear Stress Ratio 0.081 : 1 3.139 ft= = 209.10 psi Maximum Deflection 0 <480 9751 Ratio =0 <180 Max Downward Transient Deflection 0.003 in 16249Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.005 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 4.0 ft 1 0.039 0.042 0.90 1.000 1.00 1.00 1.00 0.70 83.48 2160.00 0.38 238.501.00 9.91 1.00+D+S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.076 0.081 1.15 1.000 1.00 1.00 1.00 1.76 209.10 2760.00 0.95 304.751.00 24.80 1.00+D+0.750S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.064 0.069 1.15 1.000 1.00 1.00 1.00 1.50 177.70 2760.00 0.81 304.751.00 21.08 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.013 0.014 1.60 1.000 1.00 1.00 1.00 0.42 50.09 3840.00 0.23 424.001.00 5.95 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.416 1.416 14RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Br3 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MINimum 0.848 0.848 D Only 0.568 0.568 +D+S 1.416 1.416 +D+0.750S 1.204 1.204 +0.60D 0.341 0.341 S Only 0.848 0.848 15RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Br4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1920, S = 0.30 , Tributary Width = 1.0 ft Point Load : D = 1.047, S = 1.636 k @ 4.160 ft, (G7E) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.313: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 4.161 ft 90.73 psi= = 2,760.00 psi 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 5.5x9 Maximum Shear Stress Ratio 0.298 : 1 5.255 ft= = 863.90 psi Maximum Deflection 0 <480 1364 Ratio =0 <180 Max Downward Transient Deflection 0.032 in 2260Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.053 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 6.0 ft 1 0.158 0.150 0.90 1.000 1.00 1.00 1.00 2.11 341.17 2160.00 1.18 238.501.00 35.85 1.00+D+S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.313 0.298 1.15 1.000 1.00 1.00 1.00 5.35 863.90 2760.00 2.99 304.751.00 90.73 1.00+D+0.750S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.266 0.253 1.15 1.000 1.00 1.00 1.00 4.54 733.22 2760.00 2.54 304.751.00 77.01 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.053 0.051 1.60 1.000 1.00 1.00 1.00 1.27 204.70 3840.00 0.71 424.001.00 21.51 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.331 3.368 16RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Br4 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MINimum 1.402 2.034 D Only 0.929 1.334 +D+S 2.331 3.368 +D+0.750S 1.981 2.860 +0.60D 0.558 0.800 S Only 1.402 2.034 17RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Br5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0640, S = 0.10 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.188: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 8.000 ft 28.40 psi= = 2,760.00 psi 5.5x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 5.5x12 Maximum Shear Stress Ratio 0.093 : 1 15.007 ft= = 518.70 psi Maximum Deflection 0 <480 1035 Ratio =0 <180 Max Downward Transient Deflection 0.104 in 1845Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.186 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 16.0 ft 1 0.105 0.052 0.90 1.000 1.00 1.00 1.00 2.51 227.80 2160.00 0.55 238.501.00 12.47 1.00+D+S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.188 0.093 1.15 1.000 1.00 1.00 1.00 5.71 518.70 2760.00 1.25 304.751.00 28.40 1.00+D+0.750S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.162 0.080 1.15 1.000 1.00 1.00 1.00 4.91 445.98 2760.00 1.07 304.751.00 24.41 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 16.0 ft 1 0.036 0.018 1.60 1.000 1.00 1.00 1.00 1.50 136.68 3840.00 0.33 424.001.00 7.48 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.426 1.426 Overall MINimum 0.800 0.800 18RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Br5 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS D Only 0.626 0.626 +D+S 1.426 1.426 +D+0.750S 1.226 1.226 +0.60D 0.376 0.376 S Only 0.800 0.800 19RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Br6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0 ksi 850.0 ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0960, S = 0.150 , Tributary Width = 1.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.236: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 4.500 ft 45.48 psi= = 2,760.00 psi 3.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 3.5x9 Maximum Shear Stress Ratio 0.149 : 1 8.277 ft= = 650.13 psi Maximum Deflection 0 <480 1101 Ratio =0 <180 Max Downward Transient Deflection 0.058 in 1855Ratio =>=480 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.098 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 9.0 ft 1 0.122 0.078 0.90 1.000 1.00 1.00 1.00 1.04 264.41 2160.00 0.39 238.501.00 18.50 1.00+D+S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.236 0.149 1.15 1.000 1.00 1.00 1.00 2.56 650.13 2760.00 0.96 304.751.00 45.48 1.00+D+0.750S 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.201 0.127 1.15 1.000 1.00 1.00 1.00 2.18 553.70 2760.00 0.81 304.751.00 38.73 1.00+0.60D 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.0 ft 1 0.041 0.026 1.60 1.000 1.00 1.00 1.00 0.62 158.65 3840.00 0.23 424.001.00 11.10 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.138 1.138 Overall MINimum 0.675 0.675 20RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Br6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS D Only 0.463 0.463 +D+S 1.138 1.138 +D+0.750S 0.969 0.969 +0.60D 0.278 0.278 S Only 0.675 0.675 21RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ 22RECEIVED BY DCD 11/18/2021 FLOOR FRAMING KEY PLAN 3/32" = 1'-0" F1 F2 F3 Bf 1 J1 F4 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________≔Br6 463 0 675[[]]lbf FLOOR FRAMING Beams Bf1 Bf1 4x8 DF #2 OK PER ATTACHED ENERCALC≔l 4 ft ≔tw =――25 ft 2 13 ft Loading: ≔qDL =⋅DLfl tw 150 plf ≔qLL =⋅LLfl tw 500 plf ≔qSL 0 plf Support Reactions:≔Bf1 0.31 1.0 0[[]]kip Joists J1 J1 9 1/2" LPI #18 @ 16" O.C. OK PER ATTACHED ANALYSIS≔l 12.5 ft ≔tw 16 in ≔qDL =⋅DLfl tw 16 plf ≔qLL =⋅LLfl tw 53 plf ≔qSL 0 plf RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Bf1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 12.50 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.439: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 54.30 psi= = 1,170.00 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.302 : 1 3.401 ft= = 513.09 psi Maximum Deflection 0 <360 2247 Ratio =0 <180 Max Downward Transient Deflection 0.016 in 2946Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.021 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C LC CCCF/V mr td Shear ValuesMax Stress Ratios M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00 1.00Length = 4.0 ft 1 0.116 0.080 0.90 1.300 1.00 1.00 1.00 0.31 121.72 1053.00 0.22 162.001.00 12.88 1.00+D+L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.439 0.302 1.00 1.300 1.00 1.00 1.00 1.31 513.09 1170.00 0.92 180.001.00 54.30 1.00+D+0.750L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.284 0.195 1.25 1.300 1.00 1.00 1.00 1.06 415.24 1462.50 0.74 225.001.00 43.95 1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.039 0.027 1.60 1.300 1.00 1.00 1.00 0.19 73.03 1872.00 0.13 288.001.00 7.73 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.311 1.311 Overall MINimum 1.000 1.000 24RECEIVED BY DCD 11/18/2021 Wood Beam SITTS & HILL ENGINEERING, INC.Lic. # : KW-06002611 DESCRIPTION:Bf1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: Macrae Residence.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS D Only 0.311 0.311 +D+L 1.311 1.311 +D+0.750L 1.061 1.061 +0.60D 0.187 0.187 L Only 1.000 1.000 25RECEIVED BY DCD 11/18/2021 25' 12'6"12'6" 1 SPF 2 SPF 3 SPF 2 1/2" 9 1/2" 1 Client:Armstrong Building Components Project: Address: Date:10/20/2021 Input by:TJC Job Name:Macrae Residence Project #:19,435 Level: LevelJ1 LPI 18 9.500"-PASSED LP SolidStart Design Version 5.0.368 (Build 21.51.368)Powered by iStructDataset: 21042602.2296 (embedded) Member Information Type:Joist Spacing:16" o.c. Moisture Condition:Dry Deflection LL:480 Deflection TL:240 Importance: Normal -II Temperature: Temp <= 100°F Application:Floor Design Method:ASD Building Code:IBC 2018 Load Sharing: No Deck:Not Checked Reactions PATTERNED lb (Uplift) Brg Direction Live Dead Snow Wind Const 1 Vertical 300 (-27)78 0 0 0 2 Vertical 812 244 0 0 0 3 Vertical 300 (-27)78 0 0 0 Analysis Results Analysis Actual Location Allowed Capacity Comb.Case Neg Moment -1305 ft-lb 12'6"2365 ft-lb 0.552 (55%)D+L LL Pos Moment 934 ft-lb 19'6 15/16"2365 ft-lb 0.395 (40%)D+L _L Shear 532 lb 12'6"1130 lb 0.471 (47%)D+L LL LL Defl inch 0.159 (L/925)6' 15/16"0.307 (L/480)0.519 (52%)L L_ TL Defl inch 0.191 (L/772)5'11 7/8"0.614 (L/240)0.311 (31%)D+L L_ Bearings Bearing Length Dir.Cap.React D/L lb Total Ld. Case Ld. Comb. 1 -SPF 3.500"Vert 39%77 / 299 376 L_D+L 2 -SPF 3.500"Vert 54%245 / 818 1063 LL D+L 3 -SPF 3.500"Vert 39%77 / 299 376 _L D+L Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings. Lateral support may also be required at the interior bearings by the building code. 2 Dead Load Deflection: Instant = 0.031", Long Term = 0.047". 3 Top flange must be laterally braced at a maximum of 6'8" o.c. 4 Bottom flange must be laterally braced at a maximum of 5'5" o.c. ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const. 1.25 Comments 1 Uniform 1-4-0 12 PSF 40 PSF 0 PSF 0 PSF 0 PSF This design is valid until 7/7/2023 Louisiana-Pacific Corp 414 Union Street, Suite 2000 Nashville, TN 37219 (888) 820-0325 www.lpcorp.com APA: PR-L238, ICC-ES: ESR-1305, LADBS: RR-25099, Florida: FL15401 Manufacturer Info Sitts & Hill Engineers, Inc 4815 Center St, WA 98405 Notes This component analysis is based on the loads, geometry and other conditions as entered by the user and listed in this report. The user is responsible to ensure the accuracy of the input and the applicability to the actual conditions of the structure for which this component is intended. This analysis is valid only for the product listed. Copyright 2021 All rights reserved by Louisiana Pacific Corp. 414 Union St Suite 2000, Nashville, TN 37219 Page 1 of 1RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ POSTS ASD Load Combinations: ≔LC1 +D L ≔LC2 +D S ≔LC3 ++D 0.75 L 0.75 S ≔P1 =⋅――8 ft 2 ―――8.67 ft 2 16 0 25 [[]]psf 277 0 434 [[]]lbf P1 6x6 HF#2 POST OK Controls,LC2 =P1 711 lbf ≔P2 =G8S 1880 0 2930 [[]]lbf P2 USE (2)-2x6 HF#2 STUD Controls,LC2 =P2 4810 lbf ≔P3 =G3E 1550 0 2430 [[]]lbf P3 USE (2)-2x6 HF#2 STUD Controls,LC2 =P3 3980 lbf ≔P4 =Br4N 1334 0 2034 [[]]lbf P4 USE (2)-2x6 HF#2 STUD Controls,LC2 =P4 3368 lbf FOUNDATIONS (Footing for )F1 P1 F1 12" CONT. FTG OK ≔F1 =P1 711 lbf F2 30x30x12 SQUARE FTG OK (Footing for )F2 P2 =F2 4810 lbf (Footing for )F3 P3 F3 30x30x12 SQUARE FTG OK=P3 3980 lbf (Footing for )F4 P4 F4 24x24x12 SQUARE FTG OK=P4 3368 lbf 28RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ (2)-2x6 HF#2 Built-Up Post ≔H 8 ft ≔Fc 1300 psi ≔CD 1.0 ≔CM 1.0 ≔Ct 1.0 ≔CFc 1.15 ≔Fcp 405 psi ≔E'1300000 ≔E'min 470000 psi (2)-2x6 HF#2 Built-Up Post Properties ≔F''c =⋅⋅Fc CD CFc 1495 psi ≔Kf 1 Kf= 0.6 for unbraced nailed built up posts- 0.75 for bolted≔t ⋅2 1.5 inAxial Load Capacity ≔h 5.5 inSlenderness Ratio (SL) ≔A =⋅t h 16.5 in 2 ≔SL ―H h ≔c 0.8 ≔I =――⋅t h 3 12 41.6 in 4 ≔FCE =――――⋅0.822 E'min SL 2 ⎛⎝⋅1 10 3 ⎞⎠psi ≔S =――⋅I 2 h 15.1 in 3 ≔Cp ⋅ ⎛ ⎜ ⎜ ⎜ ⎜⎝-――― +1 ⎛ ⎜ ⎝ ――FCE F''c ⎞ ⎟ ⎠ ⋅2 c ‾‾‾‾‾‾‾‾‾‾‾‾‾‾ - ⎛ ⎜ ⎜ ⎜⎝――― +1 ――FCE F''c ⋅2 c ⎞ ⎟ ⎟ ⎟⎠ 2 ―― ――FCE F''c c ⎞ ⎟ ⎟ ⎟ ⎟⎠Kf =Cp 0.63 ≔F'c =⋅Cp F''c 944 psi ≔Pmax1 =⋅F'c A 15581 lbf (2)-2x6 HF#2 Built-Up Post =Pmax1 15581 lbf ≔Pmax2 =⋅Fcp A 6683 lbf ≔Pmaximum min ⎛⎝,Pmax1 Pmax2⎞⎠=Pmaximum 6683 lbf At discontinuous plate Base Plate Bearing Stress ≔Cb =――――+t 0.375 in t 1.13 ≔Pmax3 ⋅⋅Cb Fcp A =Pmax3 7518 lbf At continuous plate 29RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ 6x6 HF#2 Post ≔Fc 1300 psi ≔CD 1.0 ≔CM 1.0 ≔Ct 1.0 ≔CFc 1.15 ≔Fcp 405 psi ≔E'1300000 ≔E'min 470000 psi 6x6 HF#2 Post Properties ≔F''c =⋅⋅Fc CD CFc 1495 psi ≔Kf 1 Kf= 0.6 for unbraced nailed built up posts- 0.75 for bolted≔t 5.5 inAxial Load Capacity ≔h 5.5 inSlenderness Ratio (SL) ≔A =⋅t h 30.3 in 2 ≔SL ―H h ≔c 0.8 ≔I =――⋅t h 3 12 76.3 in 4 ≔FCE =――――⋅0.822 E'min SL 2 ⎛⎝⋅1 10 3 ⎞⎠psi ≔S =――⋅I 2 h 27.7 in 3 ≔Cp ⋅ ⎛ ⎜ ⎜ ⎜ ⎜⎝-――― +1 ⎛ ⎜ ⎝ ――FCE F''c ⎞ ⎟ ⎠ ⋅2 c ‾‾‾‾‾‾‾‾‾‾‾‾‾‾ - ⎛ ⎜ ⎜ ⎜⎝――― +1 ――FCE F''c ⋅2 c ⎞ ⎟ ⎟ ⎟⎠ 2 ―― ――FCE F''c c ⎞ ⎟ ⎟ ⎟ ⎟⎠Kf =Cp 0.63 ≔F'c =⋅Cp F''c 944 psi ≔Pmax1 =⋅F'c A 28564 lbf 6x6 HF#2 Post =Pmax1 28564 lbf ≔Pmax2 =⋅Fcp A 12251 lbf ≔Pmaximum min ⎛⎝,Pmax1 Pmax2⎞⎠=Pmaximum 12251 lbf At discontinuous plate Base Plate Bearing Stress ≔Cb =――――+t 0.375 in t 1.07 ≔Pmax3 ⋅⋅Cb Fcp A =Pmax3 13087 lbf At continuous plate 30RECEIVED BY DCD 11/18/2021 SITTS & HILL ENGINEERS, INC.DESIGNED TJC DATE 10/11/2021 JOB 19,185 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 10/11/2021 PROJECT SPREAD FOOTING ANALYSIS SOIL BEARING CAPACITY =1,500 PSF W B 3.00 10603 4#4 E.W. 2.50 7363 4#4 E.W. 2.00 4712 3#4 E.W. 1.5 2651 2#4 E.W. 4 4 24000 6#4 E.W. 3.5 3.5 18375 5#4 E.W. 3 3 13500 4#4 E.W. 2.5 2.5 9375 4#4 E.W. 2 2 6000 3#4 E.W. 1.5 1.5 3375 2#4 E.W. 1.00 0.67 6000 2#4 Cont. 1.33 0.67 7980 2#4 Cont. Note: 1. Minimum reinforcement ratio per ACI 318-14 7.12.2.1. 18"X18"X 10" FTG 48"X48"X 12" FTG Macrae Residence 18" DIA. X 10" FTG 30"X30"X 12" FTG 42"X42"X 12" FTG 24" DIA. X 10" FTG 30" DIA. X 10" FTG 12"X8" CONT. FTG REINFORCEMENT 36" DIA. X 10" FTG 16"X8" CONT. FTG BEARING CAPACITY (LBS) 36"X36"X 12" FTG 24"X24"X 10" FTG DIMENSION (FT)FOOTING TYPE 31RECEIVED BY DCD 11/18/2021 SITTS & HILL ENGINEERS, INC.DESIGNED TJC DATE 10/6/2021 JOB 19,435 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 10/11/2021 PROJECT WOOD STUD WALL DESIGN STUD WALL MARK:Occupancy =II DEFLECTION LIMIT:Dall =L / 180 STUD PROPERTIES: Stud Size = 2x6 Stud Species = Hem-Fir Stud Spacing = 16'' Qty. of Studs = Single Stud Grade = No.2 Wall Height = 8 ft b = 1.50 in Plate Species = Hem-Fir Wall Weight = 10 psf d = 5.50 in c = 0.8 ADJUSTMENT FACTORS: CT =1.00 Incising ?Ci =1.00 CM =1.00 Ct =1.00 CL =1.00 Cfu =1.00 CF (Fb) =1.30 CF (Fc) =1.10 Cb =1.00 Repetitive Member ? Meet requirements of SDPWS-08, Sec. 3.1.1.1 ?Cr =1.35 LUMBER DESIGN VALUES: Fb =850 psi Fv =150 psi Fc =1,300 psi Fc^ =405 psi E = Emin = GRAVITY LOADS: Trib Length Load Load Load Type (ft) (psf) Qty. (plf) Roof Dead 14.00 16 (1) 224 Roof Snow 14.00 25 (1) 350 Floor Dead 0.00 12 (1)0 Floor Live 0.00 40 (1)0 WIND LOAD:Application = Exterior Wind Speed, V = 110 mph Wind Exposure = B Hurricane Prone Region ? IW =1.00 Speed-up Factor, kzt =1.00 h = 8 ft a =7.0 zg =1,200 ft kh =0.70 kd =0.85 Enclosure = Enclosed GCpi =0.18 qh =18.4 psf Effective Wind Area = 21 ft^2 Zone = 5 GCp =1.28 p = 27.0 psf SEISMIC LOAD: Ip =1.00 SDS =1.05 Fp =3.4 psf wD =224 plf wE =47 plf Macrae Residence Typical Wall 1,300,000 psi 470,000 psi 32RECEIVED BY DCD 11/18/2021 SITTS & HILL ENGINEERS, INC.DESIGNED TJC DATE 10/6/2021 JOB 19,435 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 10/11/2021 PROJECT WOOD STUD WALL DESIGN Macrae Residence LOAD COMBINATIONS: CD w (plf) 0.90 224 0.0 249 1.00 224 0.0 224 1.15 574 0.0 499 (Axial)(Plate Crushing)(Combined) 1.60 224 16.2 140 (Shear)(Bending)(Deflection)(Combined) 1.60 257 2.4 161 1.60 487 12.2 304 (Combined) 1.60 134 16.2 84 (Shear)(Bending)(Deflection) 1.60 101 2.4 63 SHEAR CHECK:Governing Load Combination: D +0.6 W F'v = Fv x CD x CM x Ct x Ci = 150 psi ( 1.6 )( 1 )( 1 )( 1 ) = 240 psi V = w x s x L / 2 = 16.2 psf x 16 in / ( 12 in / ft ) x 8.0 ft / 2 = 86 # A = b x d = 1.50 in x 5.50 in = 8.3 in^2 fv =3 x V / ( 2 x A ) = 3 x 86 # / ( 2 x 8.25 in^2 ) = 16 psi fv ≤F'v 16 psi ≤ 240 psi SHEAR IS OKAY DEFLECTION:Governing Load Combination: D +0.6 W I = b x d^3 / 12 = 1.50 in x ( 5.50 in )^3 / 12 = 20.8 in^4 d =5 x w x s x L^4 / ( 384 E I ) =5 x 16.2 psf x 16 in / ( 12 in / ft ) x ( 8.0 ft )^4 x ( 12 in / ft )^3 / ( 384 x 1,300,000 psi x 20.8 in^4 ) = 0.07 in Dall =8.0 ft x 12 in / ft / 180 = 0.53 in d ≤Dall 0.07 in ≤ 0.53 in DEFLECTION IS OKAY D + 0.45W + 0.75L + 0.75S 0.6D + 0.6W 0.6D - 0.7E D D + L D + S D +0.6 W D + 0.7E Fp or p (psf) Modified Axial (plf) 33RECEIVED BY DCD 11/18/2021 SITTS & HILL ENGINEERS, INC.DESIGNED TJC DATE 10/6/2021 JOB 19,435 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 10/11/2021 PROJECT WOOD STUD WALL DESIGN Macrae Residence PLATE CRUSHING:Governing Load Combination: D + S F'c^ =Fc^ x CM x Ct x Ci x Cb = 405 psi ( 1 )( 1 )( 1 )( 1 ) = 405 psi fc^ =P x s / A = 499 plf x 16 in / ( 12 in / ft ) / 8.25 in^2 = 81 psi fc^≤F'c^ 81 psi ≤ 405 psi PLATE CRUSHING IS OKAY COMPRESSION:Governing Load Combination: D + S Fc* = Fc x CD x CM x Ct x CF x Ci = 1,300 psi ( 1.15 )( 1 )( 1 )( 1.1 )( 1 ) = 1,645 psi le =8.0 ft x 12 in / ft = 96.0 in Emin' = Emin x CM x Ct x Ci x CT = 470,000 psi ( 1 )( 1 )( 1 )( 1 ) = le / d =96.0 in / 5.50 in = 17.5 ≤ 50 SLENDERNESS RATIO IS OKAY FcE = 0.822 x Emin' / ( le / d )^2 = 0.822 x 470,000 psi / ( 17.5 in )^2 = 1,268 psi FcE / Fc* =1,268 psi / 1,645 psi = 0.77 Cp = [ 1 + ( FcE / Fc* ) / ( 2 x c ) ] - sqrt { [ 1 + ( FcE / Fc* ) / ( 2 x c ) ]^2 - ( FcE / Fc* ) / c } = [ 1 + 0.77 / ( 2 x 0.80 ) ] - sqrt { [ ( 1 + 0.77 ) / ( 2 x 0.80 ) ]^2 - 0.77 / 0.80 } = 0.60 Fc' = Fc* x Cp = 1,645 psi x 0.60 = 980 psi fc =w x s / A = 574 plf x 16 in / ( 12 in / ft ) / 8.25 in^2 = 93 psi fc ≤F'c 93 psi ≤ 980 psi COMPRESSION IS OKAY 470,000 psi 34RECEIVED BY DCD 11/18/2021 SITTS & HILL ENGINEERS, INC.DESIGNED TJC DATE 10/6/2021 JOB 19,435 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 10/11/2021 PROJECT WOOD STUD WALL DESIGN Macrae Residence BENDING:Governing Load Combination: D +0.6 W Fb* = F'b = Fb x CD x CM x Ct x CL x CF x Cfu x Ci x Cr = 850 psi ( 1.6 )( 1 )( 1 )( 1 )( 1.3 )( 1 )( 1 )( 1.35 ) = 2,387 psi M = w x s x L^2 / 8 = 16.2 psf x 16 in / ( 12 in / ft ) x ( 8.0 ft )^2 x ( 12 in / ft ) / 8 = 2,074 # in S = 2 x I / d = 2 x 20.8 in^4 / 5.50 in = 7.56 in^3 fb =M / S = 2,074 # in / 7.56 in^3 = 274 psi fb ≤F'b 274 psi ≤ 2,387 psi BENDING IS OKAY BENDING AND COMPRESSION: fb Fb' fc Cp Fc'CSI 0 psi 1,343 psi 36 psi 0.69 883 psi 0.00 0 psi 1,492 psi 36 psi 0.65 927 psi 0.00 0 psi 1,716 psi 93 psi 0.60 980 psi 0.01 274 psi 2,387 psi 36 psi 0.47 1,077 psi 0.12 40 psi 2,387 psi 42 psi 0.47 1,077 psi 0.02 206 psi 2,387 psi 79 psi 0.47 1,077 psi 0.10 274 psi 2,387 psi 22 psi 0.47 1,077 psi 0.12 40 psi 2,387 psi 16 psi 0.47 1,077 psi 0.02 Governing Load Combination: D +0.6 W CSI =( fc / Fc' )^2 + fb / { Fb' x [ 1 - ( fc / FcE ) ] } = ( 36 psi / 1,077 psi )^2 + 274 psi / { 2,387 x [ 1 - ( 36 psi / 1,268 psi ) ] } = 0.12 ≤ 1.00 COMBINED STRESS RATIO IS OKAY D + 0.45W + 0.75L + 0.75S 0.6D + 0.6W 0.6D - 0.7E D D + L D + S D +0.6 W D + 0.7E LOAD COMBINATION 35RECEIVED BY DCD 11/18/2021 SITTS & HILL ENGINEERS, INC.DESIGNED TJC DATE 10/11/2021 JOB 19,435 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 10/11/2021 PROJECT SEISMIC DESIGN CRITERIA - SITE Address:Latitude:47.9358 Longitude:-122.6951 SS =1.312 S1 =0.472 Site Class:D - Default ASCE 7-16, SECTION 11.4.8:CHECK SECTION 11.4.8 CHECK EXCEPTIONS IN 11.4.8: T =APPROXIMATE FUNDAMENTAL PERIOD PER ASCE 7-16 SECTION 12.8.2.1 ASSUMED 1.5Ts = 1.5Sd1/Sds =0.822 s USE EQ. 12.8-2 TO DETERMINE Cs Macrae Residence 35 Fleet Dr Port Ludlow, WA 98365 PLACE MAP IMAGE HERE (Assumed) EXCEPTION 3: Structures on Site Class E sites with S1 greater than or equal to 0.2, provided that T is less than or equal to TS and the equivalent static force procedure is used for design. EXCEPTION 1: Structures on Site Class E sites with SS greater than or equal to 1.0, providing the site coefficient Fa is taken as equal to that of Site Class C. EXCEPTION 2: Structures on Site Class D sites with S1 greater than or equal to 0.2, provided the value fo the seismic response coefficient Cs is determined by Eq. (12.8-2) for values of T ≤ 1.5TS and taken as equal to 1.5 times the value computed in accordance with either Eq. (12.8-3) for TL ≥ T > 1.5TS or Eq. (12.8-4) for T > TL. EXCEPTION 1 MET? EXCEPTION 2 MET? EXCEPTION 3 MET? O:\19400\19435\Calculations\Structural\ASCE 7-16 Seismic Design Criteria1 36RECEIVED BY DCD 11/18/2021 SITTS & HILL ENGINEERS, INC.DESIGNED TJC DATE 10/11/2021 JOB 19,435 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 10/11/2021 PROJECT SEISMIC DESIGN CRITERIA - SITE Macrae Residence EXCEPTION, SITE RESPONSE ANALYSIS NOT REQUIRED ASCE 7-16, SECTION 11.4: Fa =1.20 (Table 11.4-1)Fv =1.83 (Table 11.4-2) SMS = SSFa =1.312 x 1.20 (Equation 11.4-1)SM1 = S1Fv =0.472 x 1.83 (Equation 11.4-2) SMS =1.574 SM1 =0.863 SDS = 2/3 SMS =2/3 x 1.574 (Equation 11.4-3)SD1 = 2/3 SM1 =2/3 x 0.863 (Equation 11.4-4) SDS =1.050 SD1 =0.575 ASCE 7-16, SECTION 11.5: Risk Category:II Ie =1.00 (Table 1.5-2) ASCE 7-16, SECTION 11.6: Seismic Design Category:D (Based on Tables 11.6-1 and 11.6-2) O:\19400\19435\Calculations\Structural\ASCE 7-16 Seismic Design Criteria1 37RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ LATERAL ANALYSIS AS PER SECTION 1613.1 OF THE 2018 EDITION OF THE INTERNATIONAL BUILDING CODE, THE HORIZONTAL SEISMIC FORCE "Qe" SHALL BE DETERMINED BY ONE OF THE TYPES OF ANALYSES PERMITTED BY SECTION 12.6 OF ASCE 7-16. AS PERMITTED IN SECTION 12.6 OF ASCE 7-16, THE EQUIVALENT LATERAL FORCE PROCEDURE DESCRIBED IN SECTION 12.8 OF ASCE 7-16 SHALL BE USED TO DETERMINE THE SEISMIC FORCE "Qe". THE SEISMIC LOAD EFFECT "E"FOR USE IN THE BASIC LOAD COMBINATIONS OF SECTION 2.4.1 OF ASCE 7-16 (OR SECTION 1605.3 OF THE 2018 EDITION OF THE IBC) SHALL BE DETERMINED IN ACCORDANCE WITH SECTION 12.4.2 OF ASCE 7-16. ≔R 6.5 RESPONSE MODIFICATION COEFFICIENT, TABLE 12.2-1 =SS 1.312 MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS =S1 0.472 MAPPED SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIODS =SDS 1.05 DIGITAL SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS =SD1 0.575 DIGITAL SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIODS =Fa 1.2 ACCELERATION BASED SITE COEFFICIENT, TABLE 11.4-1 =Fv 1.828 VELOCITY BASED SITE COEFFICIENT AT ONE SECOND PERIOD, TABLE 11.4-2 ≔I 1.0 OCCUPANCY IMPORTANCE FACTOR, TABLE 1.5-2 T FUNDAMENTAL PERIOD OF THE STRUCTURE IN SECONDS, EQUATION 12.8-7 ≔Ct 0.02 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 12.8-2 ≔x 0.75 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 12.8-2 ≔k 1 EXPONENT RELATING TO THE PERIOD OF THE STRUCTURE, SECTION 12.8.3 Cvx VERTICAL SEISMIC DISTRIBUTION FACTOR, EQUATION 12.8-12 ≔hn ⋅19.17 ft HEIGHT IN FEET ABOVE THE BASE TO THE HIGHEST LEVEL OF THE STRUCTURE hi HEIGHT IN FEET ABOVE THE BASE OF THE STUCTURE TO LEVEL "i" wi WEIGHT OF THE STUCTURE AT LEVEL "i" D SEISMIC DESIGN CATEGORY W SEISMIC WEIGHT OF STRUCTURE ≔T =⋅Ct ⎛ ⎜⎝ ―hn ft ⎞ ⎟⎠ x 0.183 ≔k =if ⎛ ⎜⎝,,≤T 0.5 1 ⎛ ⎜⎝if ⎛ ⎜⎝,,≥T 2.5 2 +1 ―――-2.5 T 2 ⎞ ⎟⎠ ⎞ ⎟⎠ ⎞ ⎟⎠1 ≔Cs1 =――SDS ―R I 0.161 ≔Cs2 =―――⋅1.5 SD1 ⋅T ―R I 0.724 ≔Cs3 0.01 ≔Cs =max ⎛⎝,min ⎛⎝,Cs1 Cs2⎞⎠Cs3⎞⎠0.161 SEISMIC FORCES SHALL BE DISTRIBUTED VERTICALLY IN ACCORDANCE WITH SECTION 12.8.3 ROOF AREA:≔AR 2603 ft 2 ≔w1 =⋅⎛⎝AR⎞⎠((16 psf))41648 lbf ≔h1 ⋅9 ft 38RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ THE SEISMIC FORCE AT EACH LEVEL OF THE STRUCTURE SHALL BE DETERMINED IN ACCORDANCE WITH EQUATIONS 12.8-11 AND 12.8-12 ≔Cv1 =―――⋅w1 h1 k ⋅w1 h1 k 1 ≔V1 =⋅⋅Cv1 Cs w1 6725 lbf SEISMIC DISTRIBUTION AND REDUNDANCY FACTOR NORTH-SOUTH DIRECTION ≔L1NS 7 ft =HP 8 ft Longest Shear Wall with Aspect Ratio > 1 ≔LΣ1NS =+++L1 L2 L3 L4 85 ft [ASCE 7-16 12.3.4.2] =⋅ ⎛ ⎜ ⎝ ――L1NS LΣ1NS ⎞ ⎟ ⎠ 100 8.24 % Loss of : % Reduction in capacity, > 33% L1NS 8.24 ∴≔ρ1NS 1.0 EAST-WEST DIRECTION ≔L1EW 6 ft =HP 8 ft Longest Shear Wall with Aspect Ratio > 1 ≔LΣ1EW =++++++LA LB LC LD LE LF LG 80.667 ft [ASCE 7-16 12.3.4.2] =⋅ ⎛ ⎜ ⎝ ――L1EW LΣ1EW ⎞ ⎟ ⎠ 100 7.44 % % Reduction < 33%, 7.44 ∴≔ρ1EW 1.0 ≔ρ 1.0 REDUNDANCY FACTOR OF 1.0 MAY BE USEDρ THE SEISMIC FORCE "V" IS A STRENGTH LEVEL FORCE-REDUCE THE SEISMIC FORCE TO THE ALLOWABLE STRESS LEVEL "E" ≔EE1 =⋅⋅0.7 V1 ρ 4708 lbf THE CONTROLLING LOAD COMBINATION FOR THE SEISMIC ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 16-16 OF THE 2018 IBC, SHOWN BELOW: 0.6(D+F)+0.7E+H AS THE SHEARWALLS WILL NOT BE LOADED BY EITHER LATERAL EARTH PRESSURE, GROUND WATER PRESSURE OR PRESSURE DUE TO THE PRESENCE OF BULK MATERIALS, "H' MAY BE TAKEN AS EQUAL TO ZERO. THE COEFFICIENT "0.7" BEFORE THE SEISMIC LOAD EFFECT FACTOR "E" IS THE REDUCTION TERM TO CONVERT THE STRENGTH LEVEL FORCES TO THE ALLOWABLE STRESS LEVEL, THE EFFECTIVE LOAD COMBINATION IS AS FOLLOWS: 0.6D+0.7E 39RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ WIND USE THE ENVELOPE PROCEDURE PER ASCE 7-16 CHAPTERS 26 AND 28 Ps= λ*Kzt*ps30 EQUATION 28.6-1 WIND EXPOSURE=B 110mph 3-SECOND GUST WIND SPEED RISK CATEGORY=II λ= ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE, ASCE 7-16 FIGURE 28.5-1 Ps30= SIMPLIFIED DESIGN WIND PRESSURE, ASCE 7-16 FIGURE 28.5-1 16 PSF MINIMUM FOR ZONES A AND C, AND 8 PSF MINIMUM FOR ZONES B AND D PER ASCE 7-16 SECTION 28.5.4 ≔λ 1.32 ≔Kzt 1.0 ≔ps30a ⋅25.4 psf ≔psa max ⎛⎝,⋅⋅λ Kzt ps30a ⋅16 psf⎞⎠=psa 33.528 psf ≔ps30b ⋅-5.4 psf ≔psb max ⎛⎝,⋅⋅λ Kzt ps30b ⋅8 psf⎞⎠=psb 8 psf ≔ps30c ⋅17.6 psf ≔psc max ⎛⎝,⋅⋅λ Kzt ps30c ⋅16 psf⎞⎠=psc 23.232 psf ≔ps30d ⋅-0.1 psf ≔psd max ⎛⎝,⋅⋅λ Kzt ps30d ⋅8 psf⎞⎠=psd 8 psf Le= LENGTH OF THE WIND PRESSURE END ZONES a= LEAST OF (10% OF THE LEAST HORIZONTAL DIMENSION OR 0.4 x MEAN ROOF HEIGHT) - BUT NOT LESS THAN (4% OF THE LEAST HORIZONTAL DIRECTION OR 3'-0") H=MEAN ROOF HEIGHT ≔H ⋅11.25 ft ≔Hr ⋅6.5 ft EXPOSED HEIGHT OF ROOF ≔H1 ⋅4 ft EXPOSED HEIGHT OF WALLS = LEAST HORIZONTAL DIRECTIONLs ≔LNS 49 ft ≔LEW 58 ft ≔Ls =min ⎛⎝,LNS LEW⎞⎠49 ft ≔a1 min ⎛⎝,⋅0.10 Ls ⋅0.4 H⎞⎠=a1 4.5 ft ≔a2 max ⎛⎝,⋅0.04 Ls ⋅3 ft⎞⎠=a2 3 ft ≔a if ⎛⎝,,<a1 a2 a2 a1⎞⎠=a 4.5 ft ≔Le ⋅2 a =Le 9 ft THE CONTROLLING LOAD COMBINATION FOR THE WIND ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 16-15, SHOWN BELOW: 0.6D+0.6W ≔psa =⋅0.6 psa 20.117 psf ≔psb =⋅0.6 psb 4.8 psf ≔psc =⋅0.6 psc 13.939 psf ≔psd =⋅0.6 psd 4.8 psf LATERAL FORCES WILL BE DISTRIBUTED ALONG LINES OF FORCE/RESISTANCE. LINES OF FORCE/ RESISTANCE WILL BE INVESTIGATED FOR BOTH WIND AND SEISMIC LATERAL LOADS. LATERAL FORCES WILL BE RESISTED BY PLYWOOD DIAPHRAGMS AND WOOD SHEARWALLS SUPPORTED ON CONCRETE FOUNDATIONS. 40RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ 41RECEIVED BY DCD 11/18/2021 1 2 3 4 A B C D E F G SHEAR WALL KEY PLAN 3/32" = 1'-0" Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ Main Floor Walls Main Floor Wall Line 1: Total Wall Length: ≔L1 =++4 ft 10.67 ft 4.33 ft 19 ft Plate Height: ≔HP ⋅8 ft Wind Tributary Width: ≔TW 9 ft Total Wind Force: ≔VW1 =+⋅Le ⎛⎝+⋅H1 psa ⋅Hr psb⎞⎠⋅⎛⎝-TW Le⎞⎠⎛⎝+⋅H1 psc ⋅Hr psd⎞⎠1005 lbf Wind Shear: ≔vW1 =――VW1 L1 53 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 339 PLF Seismic Base Shear: ≔VE1 =⋅EE1 ――TW LEW 730 lbf Seismic Force: ≔vE1 =――VE1 L1 38 plf Check wall section: ≔l1 ⋅4 ft Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 242 PLF Dead load resisting: ≔Wall =⋅⋅⋅10 psf HP l1 320 lbf ≔Roof =⋅⋅⋅16 psf 4.75 ft l1 304 lbf ≔Total =+Roof Wall 624 lbf Wind Overturning: ≔OTMW =⋅⋅vW1 l1 H1 846 ⋅lbf ft Seismic Overturning: ≔OTMS =⋅⋅vE1 l1 H1 615 ⋅lbf ft Wind Resisting Moment: ≔DLRW =⋅⋅0.6 Total ―l1 2 749 ⋅lbf ft Seismic Resisting Moment: ≔DLRS =⋅⋅⎛⎝-0.6 ⋅0.14 SDS⎞⎠Total ―l1 2 565 ⋅lbf ft Net Uplift: ≔UW =―――――-OTMW DLRW l1 24 lbf ≔US =――――-OTMS DLRS l1 12 lbf ≔U =max ⎛⎝,UW US⎞⎠24 lbf NO HOLDDOWN REQUIRED 42RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ Main Floor Wall Line 2: Total Wall Length: ≔L2 13 ft Plate Height: =HP 8 ft Wind Tributary Width: ≔TW 17 ft Total Wind Force: ≔VW2 =+⋅Le ⎛⎝+⋅H1 psa ⋅Hr psb⎞⎠⋅⎛⎝-TW Le⎞⎠⎛⎝+⋅H1 psc ⋅Hr psd⎞⎠1701 lbf Wind Shear: ≔vW2 =――VW2 L2 131 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 339 PLF Seismic Base Shear: ≔VE2 =⋅EE1 ――TW LEW 1380 lbf Seismic Force: ≔vE2 =――VE2 L2 106 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 242 PLF Check wall section: ≔l2 ⋅13 ft Dead load resisting: ≔Wall =⋅⋅⋅10 psf HP l2 1040 lbf ≔Roof =⋅⋅⋅16 psf 8 ft l2 1664 lbf ≔Total =+Roof Wall 2704 lbf Wind Overturning: ≔OTMW =⋅⋅vW2 l2 HP 13605 ⋅lbf ft Seismic Overturning: ≔OTMS =⋅⋅vE2 l2 HP 11039 ⋅lbf ft Wind Resisting Moment: ≔DLRW =⋅⋅0.6 Total ―l2 2 10546 ⋅lbf ft Seismic Resisting Moment: ≔DLRS =⋅⋅⎛⎝-0.6 ⋅0.14 SDS⎞⎠Total ―l2 2 7963 ⋅lbf ft Net Uplift: ≔UW =―――――-OTMW DLRW l2 235 lbf ≔US =――――-OTMS DLRS l2 237 lbf ≔U =max ⎛⎝,UW US⎞⎠237 lbf NO HOLDDOWN REQUIRED 43RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ Main Floor Wall Line 3: Total Wall Length: ≔L3 22 ft Plate Height: =HP 8 ft Wind Tributary Width: ≔TW 14 ft Total Wind Force: ≔VW3 =+⋅Le ⎛⎝+⋅H1 psa ⋅Hr psb⎞⎠⋅⎛⎝-TW Le⎞⎠⎛⎝+⋅H1 psc ⋅Hr psd⎞⎠1440 lbf Wind Shear: ≔vW3 =――VW3 L3 65 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 339 PLF Seismic Base Shear: ≔VE3 =⋅EE1 ――TW LEW 1136 lbf Seismic Force: ≔vE3 =――VE3 L3 52 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 242 PLF Check wall section: ≔l3 ⋅22 ft Dead load resisting: ≔Wall =⋅⋅⋅10 psf HP l3 1760 lbf ≔Roof =⋅⋅⋅16 psf 8 ft l3 2816 lbf ≔Total =+Roof Wall 4576 lbf Wind Overturning: ≔OTMW =⋅⋅vW3 l3 HP 11518 ⋅lbf ft Seismic Overturning: ≔OTMS =⋅⋅vE3 l3 HP 9091 ⋅lbf ft Wind Resisting Moment: ≔DLRW =⋅⋅0.6 Total ―l3 2 30202 ⋅lbf ft Seismic Resisting Moment: ≔DLRS =⋅⋅⎛⎝-0.6 ⋅0.14 SDS⎞⎠Total ―l3 2 22805 ⋅lbf ft Net Uplift: ≔UW =―――――-OTMW DLRW l3 -849 lbf ≔US =――――-OTMS DLRS l3 -623 lbf NO HOLDDOWN REQUIRED ≔U =max ⎛⎝,UW US⎞⎠-623 lbf 44RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ Main Floor Wall Line 4: Total Wall Length: ≔L4 =++17.75 ft 6.25 ft 7 ft 31 ft Plate Height: =HP 8 ft Wind Tributary Width: ≔TW 14 ft Total Wind Force: ≔VW4 =+⋅Le ⎛⎝+⋅H1 psa ⋅Hr psb⎞⎠⋅⎛⎝-TW Le⎞⎠⎛⎝+⋅H1 psc ⋅Hr psd⎞⎠1440 lbf Wind Shear: ≔vW4 =――VW4 L4 46 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 339 PLF Seismic Base Shear: ≔VE4 =⋅EE1 ――TW LEW 1136 lbf Seismic Force: ≔vE4 =――VE4 L4 37 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 242 PLF Check wall section: ≔l4 ⋅22 ft Dead load resisting: ≔Wall =⋅⋅⋅10 psf HP l4 1760 lbf ≔Roof =⋅⋅⋅16 psf 14 ft l4 4928 lbf ≔Total =+Roof Wall 6688 lbf Wind Overturning: ≔OTMW =⋅⋅vW4 l4 HP 8174 ⋅lbf ft Seismic Overturning: ≔OTMS =⋅⋅vE4 l4 HP 6451 ⋅lbf ft Wind Resisting Moment: ≔DLRW =⋅⋅0.6 Total ―l4 2 44141 ⋅lbf ft Seismic Resisting Moment: ≔DLRS =⋅⋅⎛⎝-0.6 ⋅0.14 SDS⎞⎠Total ―l4 2 33330 ⋅lbf ft Net Uplift: ≔UW =―――――-OTMW DLRW l4 -1635 lbf ≔US =――――-OTMS DLRS l4 -1222 lbf ≔U =max ⎛⎝,UW US⎞⎠-1222 lbf NO HOLDDOWN REQUIRED 45RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ Main Floor Wall Line A: Total Wall Length: ≔LA =+++++3 ft 5.75 ft 5.25 ft 3 ft 4 ft 3 ft 24 ft Plate Height: =HP 8 ft Wind Tributary Width: ≔TW 12.25 ft Total Wind Force: ≔VWA =+⋅Le ⎛⎝+⋅H1 psa ⋅Hr psb⎞⎠⋅⎛⎝-TW Le⎞⎠⎛⎝+⋅H1 psc ⋅Hr psd⎞⎠1288 lbf Wind Shear: ≔vWA =――VWA LA 54 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 339 PLF Seismic Base Shear: ≔VEA =⋅EE1 ――TW LNS 1177 lbf Seismic Force: ≔vEA =――VEA LA 49 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 242 PLF Check wall section: ≔lA ⋅3 ft Dead load resisting: ≔Wall =⋅⋅⋅10 psf HP lA 240 lbf ≔Roof =⋅⋅⋅16 psf 2 ft lA 96 lbf ≔Total =+Roof Wall 336 lbf Wind Overturning: ≔OTMW =⋅⋅vWA lA HP 1288 ⋅lbf ft Seismic Overturning: ≔OTMS =⋅⋅vEA lA HP 1177 ⋅lbf ft Wind Resisting Moment: ≔DLRW =⋅⋅0.6 Total ―lA 2 302 ⋅lbf ft Seismic Resisting Moment: ≔DLRS =⋅⋅⎛⎝-0.6 ⋅0.14 SDS⎞⎠Total ―lA 2 228 ⋅lbf ft Net Uplift: ≔UW =―――――-OTMW DLRW lA 328 lbf ≔US =――――-OTMS DLRS lA 316 lbf NO HOLDDOWN REQUIRED ≔U =max ⎛⎝,UW US⎞⎠328 lbf 46RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ Main Floor Wall Line B: Total Wall Length: ≔LB 8.167 ft Plate Height: =HP 8 ft Wind Tributary Width: ≔TW 12 ft Total Wind Force: ≔VWB =+⋅Le ⎛⎝+⋅H1 psa ⋅Hr psb⎞⎠⋅⎛⎝-TW Le⎞⎠⎛⎝+⋅H1 psc ⋅Hr psd⎞⎠1266 lbf Wind Shear: ≔vWB =――VWB LB 155 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 339 PLF Seismic Base Shear: ≔VEB =⋅EE1 ――TW LNS 1153 lbf Seismic Force: ≔vEB =――VEB LB 141 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 242 PLF Check wall section: ≔lB ⋅8.167 ft Dead load resisting: ≔Wall =⋅⋅⋅10 psf HP lB 653.36 lbf ≔Roof =⋅⋅⋅16 psf 1 ft lB 130.672 lbf ≔Total =+Roof Wall 784.032 lbf Wind Overturning: ≔OTMW =⋅⋅vWB lB HP 10127 ⋅lbf ft Seismic Overturning: ≔OTMS =⋅⋅vEB lB HP 9223 ⋅lbf ft Wind Resisting Moment: ≔DLRW =⋅⋅0.6 Total ―lB 2 1921 ⋅lbf ft Seismic Resisting Moment: ≔DLRS =⋅⋅⎛⎝-0.6 ⋅0.14 SDS⎞⎠Total ―lB 2 1451 ⋅lbf ft Net Uplift: ≔UW =―――――-OTMW DLRW lB 1005 lbf ≔US =――――-OTMS DLRS lB 952 lbf NO HOLDDOWN REQUIRED ≔U =max ⎛⎝,UW US⎞⎠1005 lbf 47RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ Main Floor Wall Line C: Total Wall Length: ≔LC 13.5 ft Plate Height: =HP 8 ft Wind Tributary Width: ≔TW 18 ft Total Wind Force: ≔VWC =+⋅Le ⎛⎝+⋅H1 psa ⋅Hr psb⎞⎠⋅⎛⎝-TW Le⎞⎠⎛⎝+⋅H1 psc ⋅Hr psd⎞⎠1788 lbf Wind Shear: ≔vWC =――VWC LC 132 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 339 PLF Seismic Base Shear: ≔VEC =⋅EE1 ――TW LNS 1729 lbf Seismic Force: ≔vEC =――VEC LC 128 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 242 PLF Check wall section: ≔lC ⋅13.5 ft Dead load resisting: ≔Wall =⋅⋅⋅10 psf HP lC 1080 lbf ≔Roof =⋅⋅⋅16 psf 6 ft lC 1296 lbf ≔Total =+Roof Wall 2376 lbf Wind Overturning: ≔OTMW =⋅⋅vWC lC HP 14301 ⋅lbf ft Seismic Overturning: ≔OTMS =⋅⋅vEC lC HP 13835 ⋅lbf ft Wind Resisting Moment: ≔DLRW =⋅⋅0.6 Total ―lC 2 9623 ⋅lbf ft Seismic Resisting Moment: ≔DLRS =⋅⋅⎛⎝-0.6 ⋅0.14 SDS⎞⎠Total ―lC 2 7266 ⋅lbf ft Net Uplift: ≔UW =―――――-OTMW DLRW lC 347 lbf ≔US =――――-OTMS DLRS lC 487 lbf ≔U =max ⎛⎝,UW US⎞⎠487 lbf NO HOLDDOWN REQUIRED Main Floor Wall Line D: RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ Main Floor Wall Line D: Total Wall Length: ≔LD =++9.5 ft 5.5 ft 5.5 ft 20.5 ft Plate Height: =HP 8 ft Wind Tributary Width: ≔TW 24 ft Total Wind Force: ≔VWD =+⋅Le ⎛⎝+⋅H1 psa ⋅Hr psb⎞⎠⋅⎛⎝-TW Le⎞⎠⎛⎝+⋅H1 psc ⋅Hr psd⎞⎠2309 lbf Wind Shear: ≔vWD =――VWD LD 113 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 339 PLF Seismic Base Shear: ≔VED =⋅EE1 ――TW LNS 2306 lbf Seismic Force: ≔vED =――VED LD 112 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 242 PLF Check wall section: ≔lD ⋅5.5 ft Dead load resisting: ≔Wall =⋅⋅⋅10 psf HP lD 440 lbf ≔Roof =⋅⋅⋅16 psf 12 ft lD 1056 lbf ≔Total =+Roof Wall 1496 lbf Wind Overturning: ≔OTMW =⋅⋅vWD lD HP 4957 ⋅lbf ft Seismic Overturning: ≔OTMS =⋅⋅vED lD HP 4949 ⋅lbf ft Wind Resisting Moment: ≔DLRW =⋅⋅0.6 Total ―lD 2 2468 ⋅lbf ft Seismic Resisting Moment: ≔DLRS =⋅⋅⎛⎝-0.6 ⋅0.14 SDS⎞⎠Total ―lD 2 1864 ⋅lbf ft Net Uplift: ≔UW =―――――-OTMW DLRW lD 452 lbf ≔US =――――-OTMS DLRS lD 561 lbf ≔U =max ⎛⎝,UW US⎞⎠561 lbf NO HOLDDOWN REQUIRED Main Floor Wall Line E: RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ Main Floor Wall Line E: Total Wall Length: ≔LE 6 ft Plate Height: =HP 8 ft Wind Tributary Width: ≔TW 14 ft Total Wind Force: ≔VWE =+⋅Le ⎛⎝+⋅H1 psa ⋅Hr psb⎞⎠⋅⎛⎝-TW Le⎞⎠⎛⎝+⋅H1 psc ⋅Hr psd⎞⎠1440 lbf Wind Shear: ≔vWE =――VWE LE 240 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 339 PLF Seismic Base Shear: ≔VEE =⋅EE1 ――TW LNS 1345 lbf Seismic Force: ≔vEE =――VEE LE 224 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 242 PLF Check wall section: ≔lE ⋅6 ft Dead load resisting: ≔Wall =⋅⋅⋅10 psf HP lE 480 lbf ≔Roof =⋅⋅⋅16 psf 2 ft lE 192 lbf ≔Total =+Roof Wall 672 lbf Wind Overturning: ≔OTMW =⋅⋅vWD lE HP 3371 ⋅lbf ft Seismic Overturning: ≔OTMS =⋅⋅vED lE HP 3149 ⋅lbf ft Wind Resisting Moment: ≔DLRW =⋅⋅0.6 Total ―lE 2 1210 ⋅lbf ft Seismic Resisting Moment: ≔DLRS =⋅⋅⎛⎝-0.6 ⋅0.14 SDS⎞⎠Total ―lE 2 913 ⋅lbf ft Net Uplift: ≔UW =―――――-OTMW DLRW lE 360 lbf ≔US =――――-OTMS DLRS lE 373 lbf ≔U =max ⎛⎝,UW US⎞⎠373 lbf NO HOLDDOWN REQUIRED 50RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ Main Floor Wall Line F: Total Wall Length: ≔LF =+2.75 ft 2.75 ft 5.5 ft Plate Height: =HP 8 ft Wind Tributary Width: ≔TW 3.25 ft Total Wind Force: ≔VWF =+⋅Le ⎛⎝+⋅H1 psa ⋅Hr psb⎞⎠⋅⎛⎝-TW Le⎞⎠⎛⎝+⋅H1 psc ⋅Hr psd⎞⎠505 lbf Wind Shear: ≔vWF =――VWF LF 92 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 339 PLF Seismic Base Shear: ≔VEF =⋅EE1 ――TW LNS 312 lbf Seismic Force: ≔vEF =――VEF LF 57 plf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 242 PLF Check wall section: ≔lF ⋅5.5 ft Dead load resisting: ≔Wall =⋅⋅⋅10 psf HP lF 440 lbf ≔Roof =⋅⋅⋅16 psf 2 ft lF 176 lbf ≔Total =+Roof Wall 616 lbf Wind Overturning: ≔OTMW =⋅⋅vWF lF HP 4040 ⋅lbf ft Seismic Overturning: ≔OTMS =⋅⋅vEF lF HP 2498 ⋅lbf ft Wind Resisting Moment: ≔DLRW =⋅⋅0.6 Total ―lF 2 1016 ⋅lbf ft Seismic Resisting Moment: ≔DLRS =⋅⋅⎛⎝-0.6 ⋅0.14 SDS⎞⎠Total ―lF 2 767 ⋅lbf ft Net Uplift: ≔UW =―――――-OTMW DLRW lF 550 lbf ≔US =――――-OTMS DLRS lF 315 lbf ≔U =max ⎛⎝,UW US⎞⎠550 lbf NO HOLDDOWN REQUIRED 51RECEIVED BY DCD 11/18/2021 Designed: TJC_Date: 10/11/21 Project Number: 19,435 Checked: EAB Date: 10/11/21Tacoma, Washington 253-474-9449 Project:Macrae Residence_____________ Main Floor Wall Line G: Total Wall Length: ≔LG +2 ft 2 ft Plate Height: ≔HG 7 ft Wind Tributary Width: ≔TW 12.5 ft Total Wind Force: ≔VWG =+⋅Le ⎛⎝+⋅H1 psa ⋅Hr psb⎞⎠⋅⎛⎝-TW Le⎞⎠⎛⎝+⋅H1 psc ⋅Hr psd⎞⎠1309 lbf Wind Shear: ≔vWG =――VWG LG 327 plf Shear Wall Type P1-4 8d Nails @ 4" O.C. Capacity= 495 PLF Seismic Base Shear: ≔VEG =⋅EE1 ―――312 ft 2 AR 564 lbf Seismic Force: ≔vEG =――VEG LG 141 plf Shear Wall Type P1-4 8d Nails @ 4" O.C. Capacity = 353 PLF Check wall section: ≔lG ⋅2 ft Dead load resisting: ≔Wall =⋅⋅⋅10 psf HG lG 140 lbf ≔Roof =⋅⋅⋅16 psf 4 ft lG 128 lbf ≔Total =+Roof Wall 268 lbf Wind Overturning: ≔OTMW =⋅⋅vWG lG HG 4583 ⋅lbf ft Seismic Overturning: ≔OTMS =⋅⋅vEG lG HG 1975 ⋅lbf ft Wind Resisting Moment: ≔DLRW =⋅⋅0.6 Total ―lG 2 161 ⋅lbf ft Seismic Resisting Moment: ≔DLRS =⋅⋅⎛⎝-0.6 ⋅0.14 SDS⎞⎠Total ―lG 2 121 ⋅lbf ft Net Uplift: ≔UW =―――――-OTMW DLRW lG 2211 lbf ≔US =――――-OTMS DLRS lG 927 lbf ≔U =max ⎛⎝,UW US⎞⎠2211 lbf Simpson HDU 2 RECEIVED BY DCD 11/18/2021