The URL can be used to link to this page

REVIEWED BLD BLD2024-0078+Structural_Calculations+1.17.2024_6.51.05_PM+4005717RECEIVED BLD2024-0078 Jan 19 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL DESIGN CALCULATIONS ...............................................FOR THE REVIEWED ASGARIAN-RETCH RESIDENCE BY CITY OF EDMONDS REMODEL AND ADDITION BUILDING DEPARTMENT ............................................... Address: 8928 179t" Place SW Edmonds, WA 98026 May 2023 Prepared By: Craig R. Boone, P.E., S.E. DESIGN CRITERIA AND LOADS Design Codes: - Design of new structural elements per 2018 IBC - Analysis/Design of existing structural elements per 2018 IEBC Load Combinations: Use Allowable Stress Design alternative basic load combinations per IBC 1605.3.2 (Unless noted otherwise) D + L + (Lr or S or R) D+L+0.6wW D + L + 0.6wW + S/2 D + L + S + 0.6w(W/2) D+L+S+E/1.4 0.9D + E/1.4 Loads: Dead Loads - Roof - Wall - Floor Composition Roofing 3 psf 1/2" OSB Sheathing 2 psf 1X Skip Sheathing (Original Structure Only) 2 psf Trusses at 2'-0" oc 3 psf Insulation 2 psf Sheetrock 2 psf 14 psf Use 15 psf Cedar Siding 2 psf 1/2" Sheathing 2 psf 2x6 Studs at 16" oc (2x4 Studs at Original Structure Only) 2.5 psf Insulation 0.5 psf Sheetrock 2 psf 9 Use 10 psf Floor Covering 5 psf 3/4" Sheathing 3 psf Insulation 2 psf 2x10 at 16" oc 3.5 psf Sheetrock 2 psf 15.5 psf Use 15 psf Live Loads - Attic 10 psf (Per IBC Table 1607.1) - Roof 20 psf (Per IBC Table 1607.1) - Floor 40 psf (Per IBC Table 1607.1) Roof Snow Load = 25 psf (Per City of Edmonds Design Criteria) Ground Snow Load = 25 psf (Per City of Edmonds Design Criteria) Wind Basic Wind Speed = 85 mph (Per City of Edmonds Design Criteria) Ultimate Wind Speed = 110 mph (Per City of Edmonds Design Criteria) Basic Wind Speed = 100 mph (Per IBC Fig 1609.3(1)) Surface Roughness Category: B Exposure Category: B Seismic Ss: 1.25 g Short Period Spectrial Acceleration S1: 0.45 g 1-Second Spectral Acceleration Fa: 1.4 Site Coefficient for Short Period SDS: 1.17 g Design Spectral Acceleration for Short Periods Risk Category: II Seismic Design Catefory: D Category D1 (Per City of Edmonds Design Criteria) Asgarian-Reich Residence By: C.R. Boone Glue -Lam Beam Design (Per NDSAllowable Stress Design, 2018 Edition) Member Properties Member Loading Member: 3.125x7.5 DL : = 15• psf Imposed Dead Load Span := 8• ft Member Span LL := 25• psf Imposed Live Load Spacing:= 17.5•ft Member Spacing Pwood:= 35•pcf Wood Density Area : = 23.44 in Member Crossection Area b := 3.125• in Member Width d := 7.5• in Member Depth SX := 29.3• in Member Section Modulus (x-axis) 1,: = 109.9• in Member Moment of Inertia (x-axis) Member Design Values Member Species: 24F-V4 DF/DF Basic Tabulated Properties (Per Table 5A) Fb:= 2400•psi Tab. Bending Stress Fv := 265• psi Tab. Shear Stress (Parallel to Grain) Fcpe1p := 650•psi Tab. Comp. Stress (Perp. to Grain) E := 1900000• psi Tab. Modulus of Elasticity Allowable Bending Stress CbD := 1.15 Load Duration Factor (Sect. 2.3.2) CbM := 1.0 Wet Service Factor (Table 5A) Cbt:= 1.0 Temperature Factor (Table 2.3.3) CbL := 1.0 Beam Stability Factor (Sect. 3.3.3) 1 1 1 x:= 10 — — — 21 )x 121X 5.1251X x = 1.0 CbV :_ — for DF Span d b ft J in J in J CbV = 1.213 1.0 Max CbV := 1.0 Volume Factor (Table 5A) Cbf„ := 1.0 Flat Use Factor (Table 5A) Cbc:= 1.0 Curvature Factor (Sec. 5.3.8) Cbl := 1.0 Stress Interaction Factor (Sec. 5.3.9) Fbb : = Fb• CbD• CbM• Cbt CbL CbV• Cb fi,- Cbc Cb1 Fbb = 2.76 x 103 psi Allowable Bending Stress (0DL:= Spacing. DL+ Area* Pwood (ODL = 268.197 plf Uniform Dead Load (OLL Spacing• LL (0LL = 437.5plf Uniform Live Load (OTotal (ODL + (OLL (OTotal = 705.697 plf Total Uniform Load Allowable Shear Stress (Parallel to the Grain) CvD := 1.15 Load Duration Factor (Table 2.3.2) CvM := 1.0 Wet Service Factor (Table 5A) Cvt:= 1.0 Temperature Factor (Table 2.3.3) Cvvr:= 1.0 Shear Reduction Factor (Sec. 5.3.10) Fvv : = FV CvD• CvM• Cvt Cvvr Fvv = 304.75 psi Allowable Shear Stress Allowable Compressive Stress (Perp, to the Grain) CcM := 1.0 Wet Service Factor (Table 5A) Cct:= 1.0 Temperature Factor (Table 2.3.3) Ccb := 1.0 Bearing Area Factor (Table 3.10.4) Fccperp := Fcperp• CcM• Ccr Ccb Fccperp = 650 psi Allowable Shear Stress Adjusted Modulus of Elasticity CeM := 1.0 Wet Service Factor (Table 5A) Ceti= 1.0 Temperature Factor (Table 2.3.3) EE := E• CeM• Cet EE = 1.9 x 106 psi Adjusted Modulus of Elasticity Master Bedroom Door Header.mcd 1 5/19/2023 Asgarian-Reich Residence By: C.R. Boone Member Forces, Stesses, and Deflections - Bending 1 M :_ O)Total' Span 2 8 M = 5.646 x 103 ft. lbf Member Bending Moment M fb : _ — SX fb = 2.312 x 103 psi Member Bending Stress - Bearing Stress V lbrg:= b Fccperp Member Check fb=2.312x 103psi fv = 180.658 psi Required Bearing Length ALL = 0.193 in AT = 0.311 in < Fbb = 2.76 x 103 psi < Fvv = 304.75 psi lbrg = 1.39 in < LimitLL = 0.533 in < LimitT = 0.8 in - Horizontal Shear 1 V : _ —• Span• wTotal 2 V = 2.823 x 1031bf Member Reaction IV fv:= 2• b• d fv = 180.658 psi Member Shear Stress - Deflection 5• (OLL' Span ALL= 384• EE• Ix _ 5'(0 Total' Span 4 A T . 3 84• EE• IX Therefor Bending is Okay Therefor Shear is Okay Span LimitLL:= 180 Span LimitT : _ 120 Therefor Live Load Deflection is Okay Therefor Total Load Deflection is Okay Master Bedroom Door Header.mcd 2 5/19/2023 Asgarian-Reich Residence By: C.R. Boone Glue -Lam Beam Design (Per NDSAllowable Stress Design, 2018 Edition) Member Properties Member: 3.125xl0.5 Span := 11• ft Member Span Spacing := 17.5• ft Member Spacing Area : = 32.81• in Member Crossection Area b := 3.125• in Member Width d := 10.5• in Member Depth SX := 57.42• in Member Section Modulus (x-axis) 1,: = 301.5• in Member Moment of Inertia (x-axis) Member Design Values Member Species: 24F-V4 DF/DF Basic Tabulated Properties (Per Table 5A) Fb:= 2400•psi Tab. Bending Stress Fv := 265• psi Tab. Shear Stress (Parallel to Grain) Fcpe1p := 650•psi Tab. Comp. Stress (Perp. to Grain) E := 1900000• psi Tab. Modulus of Elasticity Allowable Bending Stress CbD := 1.15 Load Duration Factor (Sect. 2.3.2) CbM := 1.0 Wet Service Factor (Table 5A) Cbt:= 1.0 Temperature Factor (Table 2.3.3) CbL := 1.0 Beam Stability Factor (Sect. 3.3.3) 1 1 1 x:= 10 — — — 21 )x 121X 5.1251X x = 1.0 CbV :_ — for DF Span d b ft J in J in J CbV = 1.136 1.0 Max CbV := 1.0 Volume Factor (Table 5A) Cbf„ := 1.0 Flat Use Factor (Table 5A) Cbc:= 1.0 Curvature Factor (Sec. 5.3.8) Cbl := 1.0 Stress Interaction Factor (Sec. 5.3.9) Fbb : = Fb• CbD• CbM• Cbt CbL CbV• Cb fi,- Cbc Cb1 Fbb = 2.76 x 103 psi Allowable Bending Stress Member Loading DL:= 15•psf LL := 25• psf P wood 35• pcf Imposed Dead Load Imposed Live Load Wood Density (0DL:= Spacing. DL+ Area* Pwood (ODL = 270.475 plf Uniform Dead Load (OLL Spacing• LL (0LL = 437.5plf Uniform Live Load (OTotal (ODL + (OLL (OTotal = 707.975 plf Total Uniform Load Allowable Shear Stress (Parallel to the Grain) CvD := 1.15 Load Duration Factor (Table 2.3.2) CvM := 1.0 Wet Service Factor (Table 5A) Cvt:= 1.0 Temperature Factor (Table 2.3.3) Cvvr:= 1.0 Shear Reduction Factor (Sec. 5.3.10) Fvv : = FV CvD• CvM• Cvt Cvvr Fvv = 304.75 psi Allowable Shear Stress Allowable Compressive Stress (Perp, to the Grain) CcM := 1.0 Wet Service Factor (Table 5A) Cct:= 1.0 Temperature Factor (Table 2.3.3) Ccb := 1.0 Bearing Area Factor (Table 3.10.4) Fccperp := Fcperp• CcM• Ccr Ccb Fccperp = 650 psi Allowable Shear Stress Adjusted Modulus of Elasticity CeM := 1.0 Wet Service Factor (Table 5A) Ceti= 1.0 Temperature Factor (Table 2.3.3) EE := E• CeM• Cet EE = 1.9 x 106 psi Adjusted Modulus of Elasticity Master Bath and Gallery Beams.mcd 1 5/19/2023 Asgarian-Reich Residence By: C.R. Boone Member Forces, Stesses, and Deflections - Bending 1 M —' O)Total' Span 2 8 M = 1.071 x 104 ft. lbf Member Bending Moment M fb : _ — SX fb = 2.238 x 103 psi Member Bending Stress - Bearing Stress V lbrg:= b Fccperp Member Check fb = 2.238 x 103 psi fv = 178.005 psi Required Bearing Length ALL = 0.252in AT = 0.407in < Fbb = 2.76 x 103 psi < Fvv = 304.75 psi lbrg = 1.917 in < LimitLL = 0.733 in < LimitT = 1.1 in - Horizontal Shear 1 V : _ —• Span• wTotal 2 V = 3.894 x 1031bf Member Reaction IV fv:= 2• b• d fv = 178.005 psi Member Shear Stress - Deflection 5• (OLL' Span ALL= 384• EE• Ix _ 5'(0 Total' Span 4 A T . 3 84• EE• IX Therefor Bending is Okay Therefor Shear is Okay Span LimitLL:= 180 Span LimitT : _ 120 Therefor Live Load Deflection is Okay Therefor Total Load Deflection is Okay Master Bath and Gallery Beams.mcd 2 5/19/2023 Asgarian-Reich Residence By: C.R. Boone Timber Joist/Beam Desig n (Per NDSAllowable Stress Design, 2018 Edition) Member Properties Member Loading Member: 6x6 DL : = 15• psf Imposed Dead Load Span := 5• ft Member Span LL := 25• psf Imposed Live Load Spacing:= 11.5•ft Member Spacing Pwood:= 35•pcf Wood Density Area : = 30.25• in Member Crossection Area b := 5.5• in Member Width d := 5.5• in Member Depth SX := 27.73• in Member Section Modulus (x-axis) IX := 76.26• in Member Moment of Inertia (x-axis) Member Design Values Member Species: Douglas Fir -Larch No. 2 or Better Basic Tabulated Properties (Per Table 4A or 4D) Fb := 875• psi Tab. Bending Stress Fv := 170• psi Tab. Shear Stress (Parallel to Grain) Fcpe1p := 625•psi Tab. Comp. Stress (Perp. to Grain) E := 1300000• psi Tab. Modulus of Elasticity Allowable Bending Stress CbD := 1.15 Load Duration Factor (Sect. 2.3.2) CbM := 1.0 Wet Service Factor (Table 4A or 4D) Cbt:= 1.0 Temperature Factor (Table 2.3.3) CbL := 1.0 Beam Stability Factor (Sect. 3.3.3) CbF := 1.0 Size Factor (Table 4Aor 4D) Cbf„ := 1.0 Flat Use Factor (Table 4A) Cbi := 1.0 Incising Factor (Table 4.3.8) Cbr:= 1.0 Repetitive Member Factor (Sec. 4.3.9) Fbb : = Fb• CbD• CbM• Cbt CbL• CbF• Cb f,• Cbi• Cbr Fbb = 1.006 x 103 psi Allowable Bending Stress (0DL:= Spacing. DL+ Area* pwood (ODL = 179.852 plf Uniform Dead Load (OLL Spacing• LL (OLL= 287.5plf Uniform Live Load (OTotal (ODL + (OLL (OTotal = 467.352 plf Total Uniform Load Allowable Shear Stress (Parallel to the Grain) CvD := 1.15 Load Duration Factor (Table 2.3.2) CvM := 1.0 Wet Service Factor (Table 4A or 4D) Cvt:= 1.0 Temperature Factor (Table 2.3.3) Cvi := 1.0 Incising Factor (Table 4.3.8) Fvv : = FV CvD• CvM• Cvt Cvi Fvv = 195.5 psi Allowable Shear Stress Allowable Compressive Stress (Perp, to the Grain) CcM := 1.0 Wet Service Factor (Table 4A or 4D) Cct:= 1.0 Temperature Factor (Table 2.3.3) Cci := 1.0 Incising Factor (Table 4.3.8) Ccb := 1.0 Bearing Area Factor (Table 3.10.4) Fccperp := Fcperp• CcM• Ccr Cci Ccb Fccperp = 625 psi Allowable Shear Stress Adjusted Modulus of Elasticity CeM := 1.0 Wet Service Factor (Table 4A or 4D) Ceti= 1.0 Temperature Factor (Table 2.3.3) Cei := 1.0 Incising Factor (Table 4.3.8) CeT := 1.0 Buckling Stiff. Factor (Sec. 4.4.2) EE := E• CeM• Cer Cei• CeT EE = 1.3 x 106 psi Adjusted Modulus of Elasticity Bearing Wall 5 ft Opening Header.mcd 1 5/19/2023 Asgarian-Reich Residence By: C.R. Boone Member Forces, Stesses, and Deflections - Bending 1 M —' O)Total' Span 2 8 M = 1.46 x 103 ft. lbf Member Bending Moment M fb: = — SX fb = 632.013 psi - Bearing Stress V lbrg:= b Fccperp Member Check Member Bending Stress fb = 632.013 psi fv = 57.936psi Required Bearing Length ALL = 0.041 in AT = 0.066 in Fbb = 1.006 x 103 psi < Fvv = 195.5 psi lbrg = 0.34 in < LimitLL = 0.333 in < LimitT = 0.5 in - Horizontal Shear 1 V := —• Span. wTotal 2 V = 1.168 x 1031bf Member Reaction IV fv:= 2• b• d fv = 57.936 psi Member Shear Stress - Deflection 5• cOLL• Span ALL= 384• EE• Ix _ 5'(0 Total' Span 4 A T . 3 84• EE• IX Therefor Bending is Okay Therefor Shear is Okay Span LimitLL:= 180 Span LimitT : _ 120 Therefor Live Load Deflection is Okay Therefor Total Load Deflection is Okay Bearing Wall 5 ft Opening Header.mcd 2 5/19/2023 Asgarian-Reich Residence By: C.R. Boone Glue -Lam Beam Design (Per NDSAllowable Stress Design, 2018 Edition) Member Properties Member: 3.125x9 Span := 12• ft Member Span Spacing := 11.5• ft Member Spacing Area : = 28.13• in Member Crossection Area b := 3.125• in Member Width d := 9• in Member Depth Sx := 42.19• in Member Section Modulus (x-axis) Ix := 189.8• in4 Member Moment of Inertia (x-axis) Member Design Values Member Species: 24F-V4 DF/DF Basic Tabulated Properties (Per Table 5A) Fb:= 2400•psi Tab. Bending Stress Fv := 265• psi Tab. Shear Stress (Parallel to Grain) Fcpe1p := 650•psi Tab. Comp. Stress (Perp. to Grain) E := 1900000• psi Tab. Modulus of Elasticity Allowable Bending Stress CbD := 1.15 Load Duration Factor (Sect. 2.3.2) CbM := 1.0 Wet Service Factor (Table 5A) Cbt:= 1.0 Temperature Factor (Table 2.3.3) CbL := 1.0 Beam Stability Factor (Sect. 3.3.3) 1 1 1 x:= 10 — — — 21 )x 121x 5.1251x x = 1.0 CbV :_ — for DF Span d b ft J in J in J CbV = 1.144 1.0 Max CbV := 1.0 Volume Factor (Table 5A) Cbf„ := 1.0 Flat Use Factor (Table 5A) Cbc:= 1.0 Curvature Factor (Sec. 5.3.8) Cbl := 1.0 Stress Interaction Factor (Sec. 5.3.9) Fbb : = Fb• CbD• CbM• Cbt CbL CbV• Cb fi,- Cbc Cb1 Fbb = 2.76 x 103 psi Allowable Bending Stress Member Loading DL:= 15•psf LL := 25• psf P wood 35• pcf Imposed Dead Load Imposed Live Load Wood Density (0DL:= Spacing. DL+ Area* Pwood (0DL = 179.337 plf Uniform Dead Load (OLL Spacing• LL (OLL= 287.5plf Uniform Live Load (OTotal (ODL + (OLL O)Total = 466.837 plf Total Uniform Load Allowable Shear Stress (Parallel to the Grain) CvD := 1.15 Load Duration Factor (Table 2.3.2) CvM := 1.0 Wet Service Factor (Table 5A) Cvt:= 1.0 Temperature Factor (Table 2.3.3) Cvvr:= 1.0 Shear Reduction Factor (Sec. 5.3.10) Fvv : = FV CvD• CvM• Cvt Cvvr Fvv = 304.75 psi Allowable Shear Stress Allowable Compressive Stress (Perp, to the Grain) CcM := 1.0 Wet Service Factor (Table 5A) Cct:= 1.0 Temperature Factor (Table 2.3.3) Ccb := 1.0 Bearing Area Factor (Table 3.10.4) Fccperp := Fcperp• CcM• Ccr Ccb Fccperp = 650 psi Allowable Shear Stress Adjusted Modulus of Elasticity CeM := 1.0 Wet Service Factor (Table 5A) Ceti= 1.0 Temperature Factor (Table 2.3.3) EE := E• CeM• Cet EE = 1.9 x 106 psi Adjusted Modulus of Elasticity Flex Rm Door Header.mcd 1 5/19/2023 Asgarian-Reich Residence By: C.R. Boone Member Forces, Stesses, and Deflections - Bending 1 M :_ O)Total' Span 2 8 M = 8.403 x 103 ft. lbf Member Bending Moment M fb : _ — Sx fb = 2.39 x 103 psi Member Bending Stress - Bearing Stress V lbrg:= b Fccperp Member Check fb = 2.39 x 103 psi fv = 149.388 psi Required Bearing Length ALL = 0.372in AT = 0.604in < Fbb = 2.76 x 103 psi < Fvv = 304.75 psi lbrg = 1.379 in < LimitLL = 0.8 in < LimitT = 1.2 in - Horizontal Shear 1 V : _ —• Span• wTotal 2 V = 2.801 x 1031bf Member Reaction IV fv:= 2• b• d fv = 149.388 psi Member Shear Stress - Deflection 5• (OLL' Span ALL= 384• EE• Ix _ 5'(0 Total' Span 4 A T . 3 84• EE• Ix Therefor Bending is Okay Therefor Shear is Okay Span LimitLL:= 180 Span LimitT : _ 120 Therefor Live Load Deflection is Okay Therefor Total Load Deflection is Okay Flex Rm Door Header.mcd 2 5/19/2023 om"'O' TM e;f'4`�Vto A Weyerhaeuser TJI@ 110y TJI@ 210y TJI@) 2309 TJI@ 360y TJI@) 560 AND TJI8 560D JOISTS Featuring Trus Joist@ TJI® Joists for Floor and Roof Applications • Uniform and Predictable • Lightweight for Fast Installation • Resource Efficient • Resists Bowing, Twisting, and Shrinking • Significantly Reduces Callbacks • Available in Long Lengths • Limited Product Warranty d AN _ _�_ 'i L #TJ-4000 SPECIFIER'S GUIDE I 9--w'-le" FLOOR LOAD TABLE JOISTS Floor-100% (PLF) Joist Clear Span 8' 10, 12' 1 14' 1 1 18' 20' 22' 24' Depth TJI® Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load 9'? 110 * 190 140 152 85 1 127 56 99 38 76 210 * 210 161 169 99 141 65 119 45 90 230 * 236 175 190 108 158 71 133 49 99 110 190 152 127 92 109 63 95 45 76 210 210 169 141 106 121 74 106 53 92 117/8" 230 236 190 158 116 136 80 119 58 102 43 83 360 241 193 162 136 139 95 121 69 108 51 97 1 39 1 78 560 294 236 197 169 138 148 101 132 76 119 58 108 45 91 110 190 152 127 109 91 95 66 85 210 210 169 141 121 * 106 76 94 57 85 14" 230 * 236 * 190 * 158 * 136 115 119 83 106 62 95 47 81 360 * 241 * 193 * 162 * 139 * 121 98 108 73 97 56 88 44 81 560 * 294 236 * 197 * 169 * 148 * 132 107 119 83 108 65 99 110 * 190 152 * 127 109 95 85 66 76 210 * 210 * 169 * 141 * 121 * 106 * 94 76 85 58 77 16" 230 236 190 158 136 119 106 83 95 64 87 50 78 360 241 * 193 162 * 139 * 121 108 * 97 75 88 59 81 560 294 236 197 169 148 132 119 108 86 99 * Indicates that Total Load value controls. How to Use This Table 1. Calculate actual total and live load in pounds per linear foot (pit). 2. Select appropriate Joist Clear Span. 3. Scan down the column to find a TJI® joist that meets or exceeds actual total and live loads. Refer to PSF to PLF Conversion table on page 31 General Notes ■ Table is based on: — Minimum bearing length of 13/a" end and 3V2" intermediate, without web stiffeners. — Uniform loads. — More restrictive of simple or continuous span. — No composite action provided by sheathing. ■ Total Load values are limited to deflection of L/240. ■ Live Load is based on joist deflection of L/480. ■ If a live load deflection limit of L/360 is desired, multiply value in Live Load column by 1.33. The resulting live load must not exceed the Total Load shown. ■ Table does not account for concentrated loads. Use Weyerhaeuser software when this condition applies. TIPS FOR PREVENTING FLOOR NOISE Trus Joist® TJI® joists are structurally uniform and dimensionally stable, and they resist shrinking and twisting. This helps prevent gaps from forming around the nails between the joist and the floor panels —gaps that can potentially cause squeaks or other floor noise. Using TJI® joists can help you build a quieter floor, but only if the entire floor system is installed properly. This is because other components of the floor system, such as hangers, connectors, and nails can be a source of floor noise. Properly Seat Each Joist in Hanger Dab subfloor adhesive Bend tab in seat of hanger* and fasten Seat the joist tight to the bottom of the hanger. When using hangers with tabs, bend the flange tabs over and nail to the Ulu' joist bottom flange. Placing a dab of sublfoor adhesive * in the seat of the hanger prior to installing the joist can reduce squeaks. Use Adhesive and Special Nailing When Needed ction e Nail interior partitions to the joists when possible. if the wall can be nailed only to the floor panel, run a bead of adhesive * under the wall and either cross nail, nail through and clinch tight, or screw tightly into the wall from below. * Weyerhaeuser recommends using a subfloor adhesive that has been qualified as a Class 1/8 in., Type P/0 subfloor adhesive in accordance with ASTM D3498-12. Prevent Shrinkage IMovement Gaps develop as sheathing shrinks Keep building materials dry, and properly glue floor panels to the joists. Panels that become excessively wet during construction shrink as they dry. This shrinkage may leave gaps that allow the panel to move when stepped on. Avoid "Shiners" Shiner Exercise care when nailing. Nails that barely hit the joists (shiners) do not hold the panel tight to the joist and should be removed. if left in, the nails will rub against the side of the joist when the panel deflects. For more information and tips on how to prevent floor noise, refer to the Weyerhaeuser Prevention and Repair of Floor System Squeaks Technical Resource Sheet, 9009 or contact your Weyerhaeuser representative. Trus Joist® TJI® Joist Specifier's GuideRM TJ-4000 I February 2023 8 Asgarian-Reich Residence By: C.R. Boone Glue -Lam Beam Desian (Per NDSAllowable Stress Design, 2018 Edition) Member Properties Member Loading Member: 3.125x7.5 DL : = 15• psf Span := 11.5• ft Member Span LL := 40• psf Spacing:= 5•ft Member Spacing Pwood:= 35•pcf Area : = 23.44 in Member Crossection Area b := 3.125• in Member Width d := 7.5• in Member Depth SX := 29.3• in Member Section Modulus (x-axis) 1,: = 109.9• in Member Moment of Inertia (x-axis) Member Design Values Member Species: 24F-V4 DF/DF Basic Tabulated Properties (Per Table 5A) Fb:= 2400•psi Tab. Bending Stress Fv := 265• psi Tab. Shear Stress (Parallel to Grain) Fcpe1p := 650•psi Tab. Comp. Stress (Perp. to Grain) E := 1900000• psi Tab. Modulus of Elasticity Allowable Bending Stress CbD := 1.0 Load Duration Factor (Sect. 2.3.2) CbM := 1.0 Wet Service Factor (Table 5A) Cbt:= 1.0 Temperature Factor (Table 2.3.3) CbL := 1.0 Beam Stability Factor (Sect. 3.3.3) 1 1 1 x:= 10 — — — 21 )x 121X 5.1251X x = 1.0 CbV :_ — for DF Span d b ft J in J in J CbV = 1.17 1.0 Max CbV := 1.0 Volume Factor (Table 5A) Cbf„ := 1.0 Flat Use Factor (Table 5A) Cbc:= 1.0 Curvature Factor (Sec. 5.3.8) Cbl := 1.0 Stress Interaction Factor (Sec. 5.3.9) Fbb : = Fb• CbD• CbM• Cbt CbL CbV• Cb fi,- Cbc Cb1 Fbb = 2.4 x 103 psi Allowable Bending Stress Imposed Dead Load Imposed Live Load Wood Density (0DL:= Spacing. DL+ Area* Pwood (ODL = 80.697plf Uniform Dead Load (OLL Spacing• LL (OLL = 200 plf Uniform Live Load (OTotal (ODL + (OLL (OTotal = 280.697 plf Total Uniform Load Allowable Shear Stress (Parallel to the Grain) CvD := 1.0 Load Duration Factor (Table 2.3.2) CvM := 1.0 Wet Service Factor (Table 5A) Cvt:= 1.0 Temperature Factor (Table 2.3.3) Cvvr:= 1.0 Shear Reduction Factor (Sec. 5.3.10) Fvv : = FV CvD• CvM• Cvt Cvvr Fvv = 265 psi Allowable Shear Stress Allowable Compressive Stress (Perp, to the Grain) CcM := 1.0 Wet Service Factor (Table 5A) Cct:= 1.0 Temperature Factor (Table 2.3.3) Ccb := 1.0 Bearing Area Factor (Table 3.10.4) Fccperp := Fcperp• CcM• Ccr Ccb Fccperp = 650 psi Allowable Shear Stress Adjusted Modulus of Elasticity CeM := 1.0 Wet Service Factor (Table 5A) Ceti= 1.0 Temperature Factor (Table 2.3.3) EE := E• CeM• Cet EE = 1.9 x 106 psi Adjusted Modulus of Elasticity Master Bath and Gallery Floor Beams.mcd 1 5/19/2023 Asgarian-Reich Residence By: C.R. Boone Member Forces, Stesses, and Deflections - Bending 1 M —' O)Total' Span 2 8 M = 4.64 x 103 ft. lbf Member Bending Moment M fb : _ — SX fb = 1.9 x 103 psi Member Bending Stress - Bearing Stress V lbrg:= b Fccperp Member Check fb = 1.9 x 103 psi fv = 103.297 psi Required Bearing Length ALL= 0.377in AT = 0.529in < Fbb = 2.4 x 103 psi < Fvv = 265 psi lbrg = 0.795 in < LimitLL = 0.767 in < LimitT = 1.15 in - Horizontal Shear 1 V : _ —• Span. wTotal 2 V = 1.614 x 1031bf Member Reaction IV fv:= 2• b• d fv = 103.297 psi Member Shear Stress - Deflection 5• (OLL' Span ALL= 384• EE• Ix _ 5'(0 Total' Span 4 A T . 3 84• EE• IX Therefor Bending is Okay Therefor Shear is Okay Span LimitLL:= 180 Span LimitT : _ 120 Therefor Live Load Deflection is Okay Therefor Total Load Deflection is Okay Master Bath and Gallery Floor Beams.mcd 2 5/19/2023 Asgarian-Reich Residence By: C.R. Boone Member Properties Member: 5.125xl0.5 Span : = 13.25• ft Member Spa SpaRoof := 11.5• ft Member Sp SpaFloor := 5.75• ft Memver Sp Area:= 53.81• in2 Member Cros b := 5.125• in Member Width d := 10.5• in Member Depth SX := 94.17• in Member Section Modulus (x-axis) IX := 494.4• in Member Moment of Inertia (x-axis) Member Design Values Member Species: 24F-V4 DF/DF Basic Tabulated Properties (Per Table 5A) Fb:= 2400•psi Tab. Bending Stress Fv := 265• psi Tab. Shear Stress (Parallel to Grain) Fcpe1p := 650•psi Tab. Comp. Stress (Perp. to Grain) E := 1900000• psi Tab. Modulus of Elasticity Allowable Bending Stress CbD := 1.15 Load Duration Factor (Sect. 2.3.2) CbM := 1.0 Wet Service Factor (Table 5A) Cbt:= 1.0 Temperature Factor (Table 2.3.3) CbL := 1.0 Beam Stability Factor (Sect. 3.3.3) 1 1 1 x:= 10 — — 21 )x 121X 5.1251X x = 1.0 CbV :_ — for DF Span d b ft J in J in J CbV = 1.061 1.0 Max CbV := 1.0 Volume Factor (Table 5A) Cbf„ := 1.0 Flat Use Factor (Table 5A) Cbc:= 1.0 Curvature Factor (Sec. 5.3.8) Cbl := 1.0 Stress Interaction Factor (Sec. 5.3.9) Fbb : = Fb• CbD• CbM• Cbt CbL CbV• Cb fi,- Cbc Cb1 Fbb = 2.76 x 103 psi Allowable Bending Stress Glue -Lam Beam Design (Per NDSAllowable Stress Design, 2018 Edition) Member Loading n DL:= 15•psf acing at Roof LLF := 40• psf acing at Floor LLR := 25• psf section Area P wood : = 35• pcf Imposed Dead Load (Floor and Roof) Imposed Live Load at Floor Imposed Live Load at Roof Wood Density (ODL SpaRoof • DL + SpaFloor• DL + Area. P wood (ODL = 271.829 plf Uniform Dead Load (OLL SpaRoof • LLR + SpaFloor• LLF (0LL= 517.5plf Uniform Live Load (OTotal (ODL + (OLL O)Tota1 = 789.329 plf Total Uniform Load Allowable Shear Stress (Parallel to the Grain) CvD := 1.15 Load Duration Factor (Table 2.3.2) CvM := 1.0 Wet Service Factor (Table 5A) Cvt:= 1.0 Temperature Factor (Table 2.3.3) Cvvr:= 1.0 Shear Reduction Factor (Sec. 5.3.10) Fvv : = FV CvD• CvM• Cvt Cvvr Fvv = 304.75 psi Allowable Shear Stress Allowable Compressive Stress (Perp, to the Grain) CcM := 1.0 Wet Service Factor (Table 5A) Cct:= 1.0 Temperature Factor (Table 2.3.3) Ccb := 1.0 Bearing Area Factor (Table 3.10.4) Fccperp := Fcperp• CcM• Ccr Ccb Fccperp = 650 psi Allowable Shear Stress Adjusted Modulus of Elasticity CeM := 1.0 Wet Service Factor (Table 5A ) Ceti= 1.0 Temperature Factor (Table 2.3.3) EE := E• CeM• Cet EE = 1.9 x 106 psi Adjusted Modulus of Elasticity Hallway Floor Beam.mcd 1 5/19/2023 Asgarian-Reich Residence By: C.R. Boone Member Forces, Stesses, and Deflections - Bending 1 M —' O)Total' Span 2 8 M = 1.732 x 104 ft. lbf Member Bending Moment M fb: _ — SX fb = 2.207 x 103 psi Member Bending Stress - Bearing Stress V lbrg:= b Fccperp Member Check fb = 2.207 x 103 psi fv = 145.765 psi Required Bearing Length ALL = 0.382in AT = 0.583 in < Fbb = 2.76 x 103 psi < Fvv = 304.75 psi lbrg = 1.57 in < LimitLL = 0.883 in < LimitT = 1.325 in - Horizontal Shear 1 V : _ —• Span• wTotal 2 V = 5.229 x 1031bf Member Reaction IV fv:= 2• b• d fv = 145.765 psi Member Shear Stress - Deflection 5• (OLL' Span ALL= 384• EE• Ix _ 5'(0 Total' Span 4 A T . 3 84• EE• IX Therefor Bending is Okay Therefor Shear is Okay Span LimitLL:= 180 Span LimitT : _ 120 Therefor Live Load Deflection is Okay Therefor Total Load Deflection is Okay Hallway Floor Beam.mcd 2 5/19/2023 Asgarian-Reich Residence By: C.R. Boone Timber Joist/Beam Desig n (Per NDSAllowable Stress Design, 2018 Edition) Member Properties Member Loading Member: 4x8 DL : = 15• psf Imposed Dead Load Span := 6• ft Member Span LL := 40• psf Imposed Live Load Spacing:= 11.5•ft Member Spacing Pwood:= 35•pcf Wood Density Area:= 25.38• in Member Crossection Area b := 3.5• in Member Width d := 7.25• in Member Depth SX := 30.66 in Member Section Modulus (x-axis) IX := 111.1• in4 Member Moment of Inertia (x-axis) Member Design Values Member Species: Douglas Fir -Larch No. 2 or Better Basic Tabulated Properties (Per Table 4A or 4D) Fb := 900• psi Tab. Bending Stress Fv := 180• psi Tab. Shear Stress (Parallel to Grain) Fcpe1p := 625•psi Tab. Comp. Stress (Perp. to Grain) E := 1600000• psi Tab. Modulus of Elasticity Allowable Bending Stress CbD := 1.0 Load Duration Factor (Sect. 2.3.2) CbM := 1.0 Wet Service Factor (Table 4A or 4D) Cbt:= 1.0 Temperature Factor (Table 2.3.3) CbL := 1.0 Beam Stability Factor (Sect. 3.3.3) CbF := 1.3 Size Factor (Table 4Aor 4D) Cbf„ := 1.0 Flat Use Factor (Table 4A) Cbi := 1.0 Incising Factor (Table 4.3.8) Cbr:= 1.0 Repetitive Member Factor (Sec. 4.3.9) Fbb : = Fb• CbD• CbM• Cbt CbL• CbF• Cb fu• Cbi• Cbr Fbb = 1.17 x 103 psi Allowable Bending Stress (0DL:= Spacing. DL+ Area* Pwood (ODL = 178.669 plf Uniform Dead Load (OLL Spacing• LL (OLL = 460 plf Uniform Live Load (OTotal (ODL + (OLL (OTotal = 638.669 plf Total Uniform Load Allowable Shear Stress (Parallel to the Grain) CvD := 1.0 Load Duration Factor (Table 2.3.2) CvM := 1.0 Wet Service Factor (Table 4A or 4D) Cvt:= 1.0 Temperature Factor (Table 2.3.3) Cvi := 1.0 Incising Factor (Table 4.3.8) Fvv : = FV CvD• CvM• Cvt Cvi Fvv = 180 psi Allowable Shear Stress Allowable Compressive Stress (Perp, to the Grain) CcM := 1.0 Wet Service Factor (Table 4A or 4D) Cct:= 1.0 Temperature Factor (Table 2.3.3) Cci := 1.0 Incising Factor (Table 4.3.8) Ccb := 1.0 Bearing Area Factor (Table 3.10.4) Fccperp := Fcperp• CcM• Ccr Cci Ccb Fccperp = 625 psi Allowable Shear Stress Adjusted Modulus of Elasticity CeM := 1.0 Wet Service Factor (Table 4A or 4D) Ceti= 1.0 Temperature Factor (Table 2.3.3) Cei := 1.0 Incising Factor (Table 4.3.8) CeT := 1.0 Buckling Stiff. Factor (Sec. 4.4.2) EE := E• CeM• Cer Cei• CeT EE = 1.6 x 106 psi Adjusted Modulus of Elasticity Floor Beam.mcd 1 5/19/2023 Asgarian-Reich Residence By: C.R. Boone Member Forces, Stesses, and Deflections - Bending 1 M :_ O)Total' Span 2 8 M = 2.874 x 103 ft. lbf Member Bending Moment M fb : _ — SX fb = 1.125 x 103 psi Member Bending Stress - Bearing Stress V lbrg:= b Fccperp Member Check fb = 1.125 x 103 psi fv = 113.261 psi Required Bearing Length ALL = 0.075 in AT = 0.105 in < Fbb = 1.17 x 103 psi < Fvv = 180 psi lbrg = 0.876 in < LimitLL = 0.4 in < LimitT = 0.6 in - Horizontal Shear 1 V : _ —• Span. wTotal 2 V = 1.916 x 1031bf Member Reaction IV fv:= 2• b• d fv = 113.261 psi Member Shear Stress - Deflection 5• (OLL' Span ALL= 384• EE• Ix _ 5'(0 Total' Span 4 A T . 3 84• EE• IX Therefor Bending is Okay Therefor Shear is Okay Span LimitLL:= 180 Span LimitT : _ 120 Therefor Live Load Deflection is Okay Therefor Total Load Deflection is Okay Floor Beam.mcd 2 5/19/2023 Asgarian - Reich Residence By: C.R. Boone Timber Column Design (Per NDSAllowable Stress Design - 2018 Edition, Section 3.6) Member: 4x4 Member Species: Douglas Fir No. 2 or Better Member Load Ptotal 4200• lbf Total Axial Load Member Properties Height:= 5• ft Unbraced Column Height Area : = 19.25• in2 Member Crossection Area d: = 3.5• in Member Depth Allowable Compressive Stress Fc:= 1350•psi Tab. Comp. Stress (Parallel to Grain) CD := 1.15 Load Duration Factor (Table 2.3.2) CM := 1.0 Wet Service Factor (Table 4D) Ct:= 1.0 Temperature Factor (Sect. 2.3.3) CF := 1.15 Size Factor (Table 4D) Ci:= 1.0 Incising Factor (Table 4.3.8) FFc := F,- CD- CM- Cf CF• Ci FFc = 1.785 x 103 psi Ke:= 1.0 Effective Length Factor from Appx. G 0.822• EEmin FcE : = ICe• Height 2 FcE = 1.622 x 103 psi d c := 0.8 FcE R:= — FFc C — C1 + R�2 _ R p 2• c 2• c ) c Cp = 0.657 Fcc := FF, Cp Fcc = 1.173 x 103 psi Member Check Ptotal fc := fc = 218.182 psi Area fc = 218.182 psi < Fcc = 1.173 x 103 psi Floor Post.mcd Adjusted Modulus of Elasticity Emin 580000• psi Tabulated Min Modulus of Elc-4-:-x. , CeM := 1.0 Wet Service Factor (Table 4A) Ceti= 1.0 Temperature Factor (Table 2.3.3) Cei := 1.0 Incising Factor (Table 4.3.8) CeT:= 1.0 Buckling Stiff. Factor (Sec. 4.4.2) EEmin Emiri CeM• Cet Cei• CeT EEmin = 5.8 x 105 psi Adjusted Modulus of Elasticity Ke• Height = 17.143 d Allowable Compressive Stress Actual Compressive Stress < 50 Okay Therefor Column is Okay for Gravity Loads 1 4/1 /2023 Asgarian - Reich Residence By: C.R. Boone Timber Column Design (Per NDSAllowable Stress Design - 2018 Edition, Section 3.6) Member: 6x6 Member Species: Douglas Fir No. 2 or Better Member Load Ptotal:= 14375• lbf TotalAxial Load Member Properties Height:= 8• ft Unbraced Column Height Area : = 30.25• in Member Crossection Area d := 5.5• in Member Depth Allowable Compressive Stress Fc:= 600•psi Tab. Comp. Stress (Parallel to Grain) CD := 1.15 Load Duration Factor (Table 2.3.2) CM := 1.0 Wet Service Factor (Table 4D) Ct:= 1.0 Temperature Factor (Sect. 2.3.3) CF := 1.0 Size Factor (Table 4D) Ci:= 1.0 Incising Factor (Table 4.3.8) FFc := FC CD- CM- Cf CF• Ci FFc = 690 psi Ke:= 1.0 Effective Length Factor from Appx. G 0.822• EEmin FcE : = ICe• Height 2 FcE = 1.268 x 103 psi d c := 0.8 FcE R:= — FFc C — C1 + R�2 _ R p 2• c 2• c J c Cp = 0.852 Fcc := FFc Cp Fcc = 588.217 psi Member Check P fc: =total fc = 475.207 psi Area fc = 475.207 psi < Fcc = 588.217 psi Master Bath Post.mcd Adjusted Modulus of Elasticity Emin 470000• psi Tabulated Min Modulus of Elasticity CeM := 1.0 Wet Service Factor (Table 4A) Ceti= 1.0 Temperature Factor (Table 2.3.3) Cei := 1.0 Incising Factor (Table 4.3.8) CeT:= 1.0 Buckling Stiff. Factor (Sec. 4.4.2) EEmin Emiri CeM• Cet Cei• CeT EEmin = 4.7 x 105 psi Adjusted Modulus of Elasticity Ke• Height = 17.455 < 50 Okay d Allowable Compressive Stress Actual Compressive Stress Therefor Column is Okay for Gravity Loads 1 5/19/2023 Asgarian - Reich Residence By: C.R. Boone Footings Strip Footing at New Bearing Wad l DLRoof:= 15•psf Roof Dead Load DLFloor:= 15•psf Floor Dead Load LLRoof:= 25•psf Roof Live Load LLFloor:= 40•psf Floor Live Load TribRoof:= 11.5•11 Tributary Width from Roof TribFloor:= 5.75•11 Tributary Width from Floor HWall:= 13.5• ft Wall Height DLWall:= 10•psf Wall Dead Load DLStem:= 225. lbf Weight of 1 Foot of Concrete Stem Wall and Footing ft W := TribRoof DLRoof + LLRoof) + TribFloof DLFloor + LLFloor) + HWall. DLWall + DLStem W = 1.136 x 103 lbf Weight per Foot of Wall ft 6Allow:= 1500• psf Allowable Bearing Pressure Per IBC Table 1806.2 Widthmin Cy Allow Widthmin = 9.09 in Minimum Footing Width Use 18" Wide Footing Floor Beam Post Footing PFB := 4300• lbf Max weight to post footing PFB FBMin :_ a Allow FBMin = 412.8 in Minimum Footing Area Required WFB := jBMn WFB = 20.317 in Minimum Footing Width Required Use 2' Square Footings Footings.mcd 1 5/19/2023 Asgarian - Reich Residence By: C.R. Boone Master Bath Post Footing PMB := 14500• lbf Max weight to post footing PMB MBMin 6 Allow MBMin = 1.392 x 103 in Minimum Footing Area Required W M B := 4MBMin WMB = 37.31 in Minimum Footing Width Required Use 3' Square Footings Footings.mcd 2 5/19/2023 Lateral Analysis Load Combinations Earthquake IBC 1605.3.2 — Alternative Basic Load Combinations (Allowable Stress Design) • D + L + S + E/1.4 (Eq. 16-21) • 0.9D + E/1.4 (Eq. 16-22) ASCE 7-16 Sec. 12.14.3.2.3 — Basic Combinations for Allowable Stress Design Including Overstrength • (1.0 + 0.14Sds)D + 0.7Emh • (1.0 + 0.105Sds)D + 0.525Emh + 0.75L + 0.755 • (0.6 — 0.14Sds)D + 0.7Emh Wind IBC 1605.3.2 — Alternative Basic Load Combinations (Allowable Stress Design) • D + L + 0.6wW (Eq. 16-18) • D + L + 0.6wW + S/2 (Eq. 16-19) • D + L + S + 0.6wW/2 (Eq. 16-20) Notes • Only use 2/3 D to resist overturning. • w=1.3 if allowable stresses are increased or load combinations have been decreased. w=1.0 otherwise. Coe I m a tr 31 F-I , =A WD EARTHQUAKE LOADS Per IBC Section 1613 and ASCE 7-16 Section 12.14 Site Class: D Site Class per IBC 1613.2.2 Ss: 1.25 g Mapped Spectral Acceleration for Short Periods (IBC Fig. 1613.2.1(1)) S1: 0.45 g Mapped Spectral Acceleration for a 1-Second Period (IBC Fig. 1613.2.1(2)) Fa: 1.4 Site Coefficient for Short Periods Per ASCE 7-16 Section 12.14.8.1(Fa = 1.2 Min per IBC Section 1613 SDS = 1.17 g Design Spectral Acceleration for Short Perionds (IBC Eq 16-38 and ASCE 7-16 Sec. 12.14.8.1) Per WA Amendment to IBC 1613.2.5.2 - Determine Seismic Design Category per ASCE 7-16 Risk Category = II Per ASCE 7-16 Table 1.5-1 Seismic Design Category = D Per ASCE 7-16 Table 11.6-1 (City of Edmonds says D1 - Consistent) Diaphragms are considered flexible per ASCE 7-16 Section 12.14.5 No need to combine seismic force effects of two orthogonal directions per ASCE 7-16 Section 12.14.6 Determin Seismic Base Shear Per ASCE 7-16 Eq. 12.14-12 V = ((F x SDS) / R) x W F = 1.1 R = 6.5 Response modification factor per ASCE 7-16 Table 12.14-1 V=0.2W E = V / 1.4 = 0.14 W Structure Weights and Dimensions Roof Dead Load = Wall Dead Load = Floor Dead Load = Existing Structure Dimensions Roof Area = Floor Area = Wall Height = Wall Length = Modified Structure Dimensions Roof Area = Floor Area = Wall Height = Wall Length = Base Shear adjusted by load factor 15 psf 10 psf 15 psf 2,826 sf (34x57)+(25x35.5) 1,938 sf (3457) 8 ft 253 ft (2x34')+(2x57')+(2x35.5) 3,326 sf (34x57)+(25x55.5) 3,326 sf (34x57)+(25x55.5) 8 ft 293 ft (2x34')+(2x57')+(2x55.5') Vertical distribution of seismic forces per ASCE 7-16 Eq. 12.14-13 Existing Structure Vertical Distribution Level Weight (Ibs) Lateral Load Ei (Ibs) Roof Walls Floor Total Roof Diaph. 40,800 10,000 0 50,800 7,112 Floor Diaph. 0 20,000 29,070 49,070 6,870 Ground 0 10,000 0 10,0001 1,400 Total Base Shear E =1 15,382 Modified Structure Vertical Distribution Level Weight (Ibs) Lateral Load Ei (Ibs) Roof Walls Floor Total Roof Diaph. 48,570 11,440 0 60,010 8,401 Floor Diaph. 0 22,880 48,570 71,450 10,003 Ground 0 11,440 0 11,4401 1,602 Total Base Shear E = 20,006 Horizontal distribution of seismic forces per ASCE 7-16 Section 12.14.8.3.1 -Flexible Diaphragms Existing Structure Second Floor Shear Walls Total Shear = 7,112 North -South Direction Grid Line %Trib to GL Wall No. I Wall Length I Force Trib. To Wall (Lbs) NS1 0.2 1 31 1422 31 1,422 NS2 0.5 1 5.67 1,440 2 3.33 dist 3 5 1 270 14 2,710 NS3 0.3 1 67 2134 67 2,134 Total = 6,266 East-West Direction Grid Line %Trib to GL Wall No. Wall Length Force Trib. To Wall (Lbs) E W 1 0.34 1 6 1,209 2 6 1209 12 2,418 EW2 0.5 1 0 0 2 0 0 3 25 3 556 25 3,556 EW3 0.16 1 2 569 2 2 569 4 1,138 EW4 0 Total = 7,112 First Floor Shear Walls Total Shear = 15,382 North -South Direction Grid Line %Trib to GL Wall No. Wall Length Force Trib. To Wall (Lbs) NS1 0.2 1 17.33 2,388 2 3 413 3 2 276 22.33 3,076 NS2 0.5 1 32 7 691 32 7,691 NS3 0.3 1 4.33 429 2 8.75 867 3 33.5 3 319 46.58 4,615 Total = 15,382 East-West Direction Grid Line %Trib to GL Wall No. Wall Length Force Trib. To Wall (Lbs) EW1 0.34 1 2.75 1,158 2 3 1,263 3 4 1,684 4 2.67 1 124 12.42 5,230 EW2 0.5 1 0 0 2 0 0 3 25 7 691 25 7,691 EW3 0.16 1 2 1,231 2 2 1 231 4 2,461 EW4 0 Total = 15,382 Modified Structure Second Floor Shear Walls Total Shear = 8,401 North -South Direction Grid Line %Trib to GL Wall No. Wall Length I Force Trib. To Wall (Lbs) NS1 0.17 1 31 1 428 31 1,428 NS2 0.5 1 4.5 1,080 2 9 2,160 3 4 960 17.5 4,201 NS3 0.33 1 26 1,163 2 10 447 3 26 1 163 62 2,772 Total = 8,401 East-West Direction Grid Line %Trib to GL Wall No. Wall Length Force Trib. To Wall (Lbs) EW1 0.29 1 6 1,218 2 6 1,218 12 2,436 EW2 0.43 1 0 0 2 0 0 3 18 3,613 18 3,613 EW3 0.2 1 18 1,680 18 1,680 EW4 0.08 1 3.5 336 2 3_5 336 7 672 Total = 8,401 First Floor Shear Walls Total Shear = 20,006 North -South Direction Grid Line %Trib to GL Wall No. Wall Length Force Trib. To Wall (Lbs) NS1 0.16 1 17.33 2,484 2 3 430 3 2 287 22.33 3,201 NS2 0.5 1 32 10,003 32 10,003 NS3 0.34 1 4.33 632 2 8.75 1,278 3 33.5 4892 46.58 6,802 Total = 20,006 East-West Direction Grid Line %Trib to GL Wall No. Wall Length Force Trib. To Wall (Lbs) E W 1 0.28 1 2.75 1,240 2 3 1,353 3 4 1,804 4 2.67 1 204 12.42 5,602 EW2 0.44 1 0 0 2 0 0 3 18 8 803 18 8,803 EW3 0.2 1 18 4 001 18 4,001 EW4 0.08 1 3.5 800 2 3_5 800 7 1,600 Total = 20,006 Fastener spacing at panel edges. 1,422 Nolncrease - OK 240 plf 4" 240 plf 4" 240 plf 4" 45 plf 6" 45 plf 6" 45 plf 6" 1,209 Nolncrease - OK 1,209 Nolncrease -OK 201 plf 4" 93 plf 6" 96 plf 6" 96 plf 6" 2,388 No Increase - OK 413 Nolncrease -OK 276 Nolncrease - OK 313 plf 3" 146 plf 6" 146 plf 6" 146 plf 6" 1,158 Nolncrease - OK 1,263 Nolncrease -OK 1,684 Nolncrease -OK 1,124 Nolncrease -OK 489 2" plf 222 4" plf 229 4" 229 plf 4" plf Note: Per Washington State Existing Building Code Section 806.3 - Exception, existing shear walls that would otherwise not be modified by this project are left as -is if their demand does not increase by more than 10%. Sheare Walls Shear wall capacities are per IBC Table 2306.3(1) - Use 15/32" Structural 1 Sheating Use 1.5" 16 Gage Staples Space Staples at 12" max in the field - Use staples with min. crown width of 7/16" Use 3x Framing at panel edges when fastener spacing is 3" or less Shearwall Holdown Requirements Wall Lat. Force Height Lat. Force Height Overturning DL from DL from DL of 2/3 Resisting Req'd Holdown Simpson Gridline Wall No. Length (ft) at Roof (Ibs) to Roof (ft) at Floor (Ibs) to Floor (ft) Moment (ft-Ibs) Roof (plf) Floor (plf) Wall (plf) Moment (ft-Ibs) Force (Ibs) Holdown NS2 1 4.5 1,080 12 816 3 15,408 173 87 120 2,566 2,854 HTT4 w/ (18) 0.148 x 1.5" Screws 2 9 2,160 12 1,632 3 30,816 173 87 120 10,265 2,283 HTT4 w/ (18) 0.148 x 1.5" Screws 3 4 960 12 725 3 13,696 173 87 120 2,028 2,917 HTT4 w/ (18) 0.148 x 1.5" Screws EW2 3 18 3,613 12 8,803 3 69,765 30 0 120 16,208 2,975 HTT4 w/ (18) 0.148 x 1.5" Screws EW3 1 18 1,680 12 4,001 3 32,163 30 0 120 16,208 886 HTT4 w/ (18) 0.148 x 1.5" Screws EW4 1 3.5 336 12 800 1 4,832 30 0 120 613 1,205 HTT4 w/ (18) 0.148 x 1.5" Screws 2 3.5 336 12 800 1 4,832 30 0 120 613 1,205 HTT4 w/ (18) 0.148 x 1.5" Screws At New Stem Wall - Install HTT4's with SSTB20 Anchor Bolt At Existing Stem Wall - Install with HTT4 Capacity = 3,000 Ibs SSTB20 Capacity = 2960 Ibs LTT/HTT Tension Ties Tenon ties offer a sapAbn for res'sli tension loads ttiat are f stened ° Rn d oe Smog u i.. : u Co... ecto.�. T. a ..ew LiT 2 r_t and., i te, amig set for w-w form a -ad rafts fo cuntete or mas..nry .,calls tea•ue.: two searaie Fars: g. er.s. Dar , tl :',uses ssacatl 3 apart to �yais* pu4ins antl square holes spaced to aceronnotlate th :narrow oat : of 2.c solitl-sawn polio.;. L4, mfoalsore inapplfitlaton tl onthe itletamocarct,or n 2x4 stud for nrucicserood n application f t aoltcs en e.imtletl anchor wtt hole to accammodate;5', i6' and IS," butt dremelers. The LTTI31 n designxetl for weed! ctxrtl Q+on-web From alfachmerfs to onerste or nswmy walls arW ma, also a Instaaledl ed, oily on a minimum 2x6 stud. Th ..T 4and! ..T 5 torsion ties feature an optim¢ed nailing Were whic:t results m cotter pertornsrfce with less tlefiection. H1751 i is mid as a it w the Well reading plate washer .it Sbong-Who SD Connector screws The HTTS4 is designed to use a-i 4iametrr anchor Imit. when used L ! or ff. torero ties wfh unminforced concrete masonry, : post-insie ed anchor butts are cwnrnbnly used. Material:'.setable Finish: C ,wLetl. May be ordered H1.-; contact Simpson Strong Tie. tend 9latio n • See Holtlown end Tension Tie lueneral Notes on pp. 4950. • LT 2 — one standard cut -washer n natured when using'%' and W anchor Botts; and co additional washer is required for W error bolts. • LT — For installations m nanow edge of solid sawn (a, x)joists user (15) square holes; for all other installations ore (12) obraaM holes. • For tension ties inealletl o er motl structural pane! sheathing, use a 2rz'-Iong fastener minimum. fillmo • For information about marriage strap noses at panxelizx] roof applications, see strongae.com. "• • H1T5-Ki naauirm Dl 5/&2 bm N °E plate and!#1 J x 2'%' SD Strong -Drive °• screws Cmcludetl m:lt). i0.a Codes: See p. 1 ter Catle Reference Key Chart treated tamer may be request Typical LTTP2 Installation for Holdown Application LTT131 L • m �• 3 0 •®m 3 7. N[ con 50 4" • 2 LTTP2 HTT5 us Pat" :,endug (HFF4 slrniWf d Typical LTTP2 Installation for Solid Sawn Joist Ty.ic..i Ti z,nst_: ation for l-joist Vertical HTT5 installation (I 4 similar) 59 Horizontal HTT Installation Horizontal LTf131 Installation LTT/HTT Tension Ties (cont.) ■Tlese Pmd Is area Idie.d6 ffi]itlnrsl conosion P�. m Mai, of ttl Protlltlsa apProrod fmiGalblim willr Strnx}flrrvs° Fan ae idurre0orl, see P. 14. Sn Gxr 1asvews.Sm PP. 31&.952 far more iRmrlalon. 0 Mudd Xn 6a Dinmaeu (r.l S. 6r') yl-ms r Mini_um Wor. M.. . rsixe (i r.l Allo ,Je lmsir i Leds ,10) Oar.. io ru,.res ABowaSk Code FLL. .nrc A,Xd Diome:m ':.aod twlem_s Or/�Y :FD:i. pp,1': iYc 141. 1% (I:',Ot.X x 2% 1%x3%(nn.wed el"" 1945, 1.695 0.1,4 -V1A f2, 0.148 x 1% 1%. ., 1.68w 1,545 0.1_8 ss, % 2,135 1,965 :112 (12) #9xI%"SD f%x3rh %,%,% (12)0148 x2% _x3% 2.215 1,230 0.1 is _T21 18 3A 1 4. % i816.•48x-.Y. 3 fl 1,35 2 •60 0.•93 H.T. It 2�h 12% 1Ac % (18)0.148xl% 1%a31h 3JJJ 2,580 0.090 — (18f0.148x1% 3x3% 3,,,1,. 3,105 J.O96 ®C FL LA t18I 0.162 x z% 3x3% 4,23., 3,640 J.123 'Ie,.1J x 1%"SU 1%s5% a.4s 3,830 v.112 itt, 13x1%"SD 3x3% a.4.., 3,830 v.112 M. 11 2% 16 1% Ns % 126)0149 x 1% 3x3% 4,350 3,.40 0.120 IBG Ft, to (26)0.148 x3 3x3% 4,6.0 4.015 0116 (26)0162x2% 3x3%. 5,090 4s 5 0.135 (26/e1➢.1%-s_ 1%x51h 4.555 3.15 0114 Hf ,T 11 2% 16 1% Rs % M410x2wso .30% 5,445 5,360 0.103 H1T5-3/4 11 2% 16 1% Ns W. (26)0148x1% t%x5% 4,0..5 3,495 0.103. BC, F� Qs)0.162 x2% 3x3% Sp90 4,3]5 0121 (M#10x1%'SD 1%x]%x 4.830 ,155 0.100. 1..Si31 F-tate0fluAr.wBlrcaar�4 m. � Y h� m a!axatte batl a'2,2fK.b. F 2.' He batl.a-rlTS..ehxtl..#�bmrim_9'M....ederi��tlm Xa �,.•rts•wJo..ns5,285'_-. •m IlF Sd ae n,555 b. t✓SMhG. SL.L.P2 labaoarrtwas..r r. s4�oo wtie w.g%.TI xd. d.Fxj.a).aili=.and'anso.mrtow edge or [xa (mm.re )lmoc.. LTIP_i� will c�exet_a.r�avy tes e^alkwaG�eetl rr 2,56 L.fw Dr.St mtl2355 W. fora%/r.l. 5., TIPS instaletl w] 1151 . x 1=. 00 screws on marrow etlye oilx R`6t tas m albwable kad of L 1lS Ib. M DF/SP arni 1,935 �. tar F. 6. Fw (12) nad hMSAa�s m I joa:mwitlefa:e of 2x marx,ar, LTfP2 inYadetl flesh with mrcre� erma°axy toss an dbwada bed of 1,9YJ b. fa UFSP mtl 1 ]95 G. for SFFMF ].F reddma®nsare Flctl �rwler by IagN. SD �erva areSm�son Strorg-Te^Strwg-IX'rve SD Ltxxevtu.xrevs. See pp.PJ. 21 21-22 forla9erler idmnaDorr. Table 1 — Anchorage Selection Guide for Hoedowns Attached to DF/SP Lumoor .r+dwn+ea w we aesr on eww xewm... rmxs •.. Table 2 — Ancbomge Selection Guide for Hbldowns Attached to SPF/HF Lumber iV. We've made selecting the right anchor bolt for the holdown easier. Check out our Holdown Anchorage Solutions table on p. 44 or the rost-to-Foundation Designer at app.strongtie.com/pfd. 55 UPDATED 07/01/22 N o N SSTB- Uo Anchor Bolt U p°� �� Thisprotluctis pMxa6k to vmilerconnectws bec rseo. l,aslerars�lA u..n, m V : w/ert_w.lcjkwerin.,rmkamsc o.. ca„wnatio.. u. copse kewres ........ ....• sue° The SSTB anchor boll is tlesigretl f> rr imum performance a_anchor the t f.: yninti one It Id. sonire entl Siroge l � � Srr� ry Tie of , .g Wale sriearralls. uterisi.e testinr has bees i tlone to 1 «(top m concrete) tletemine the tlesgn loatl �:a adryormeS � xhen invlktl n: manY coi�n�ipn applicaliac_ Isxsnot ,.,in3 1h.SomersonStol. Te S l8 nrcho batty are cotle 6stetl by ICC-E uritlethe 2012, 2015, 2018 .it 20212021 BC and 1. iC' E, of cont one Featur_s: � it,, of me1 cSco • 'd,.tion the boll head showi g eribstlnierR angle and model oo ab, • R angle retluces sale bursting, ash provbes more corASete cove • Bolted thread a higher terns a capacity is • Stamped embetlment line one installation • A- eilabk in HOG for additional ccrrosbn redemree Material: ASTM i-1sd4, Gross 36 SSTB16L Fintsh: No.. May be ordered OG, rentact Stepson Strong Te (other modes ll addition deal •S is sbble for monolMic and two -pour consists appkcati • Nuts antl washers for her. attachment are not supplietl wM the SSTB: install stantlartl nuts, coupons and/or washers as required. • On NOG SSTB anchors, chase the Moral to use standard nuts or couples or use oertappetlbe products in accordant with ASTTA A563, for examT ple Sipmeen Strang e^ NOUln%-,, iu NtTTA-I ,, CNWiG-O .CNVRA-OST. ) • moral SSTB helps, the concrete pour king Anchorbi archer iwtt heori s. 3 , Embeamem fine lnstall the SSTB pe the pan view pooh. _.Iwep of conmebel • Aabimumcoendue compressive strerst, is 2,500 psi. Vy-�w°o+:-iig • Vinton rebar s regimed its. not neetl to noted to the SSTB. •Older BL motlds(erample T81Ell for longer ttveatl lenglh(16L=5.e, 20 -nil { �bebmmtlim 24L=fi,2 -(!W).SSTBantl SSTBLlad,ialuesacethesanl SSTB34and SSTBu6 sb (bTofnortabs feature 4W and! 6W of thread respectively and are net evadable in -L" versions. .,,, In,, GFCMU rGrouc-Filled Correia Masonry Uni • Onehon.ortaln sMarmthes,condcouse. • One vertical «4 mear in atli call for W-diameter SSTB. IC • Ore vertical xd mbar in an atljacmt �I antl atltlNonal vertical ttd rebar(s) a[ 24' o.c. mac. fa W-clameter SSTBs(2 total vatiral relears to eM wall come 3 total vertical iereas for midwalQ. SSTEH6 Codes: See in.11 fa Code Refferal Key Chart (othompdeb smiler) W Hv®tl doonced Corner Non -corner Corner Installation Installatio. Installation (bei with arrow (efto, ue (:mall win, anew 3•b$• on top of the haft ins�alleea to on to, Nthe bolt oroi as shown) as-.: lb nl nestiwa.-o Wabor $° Embedment line 4s- t9s/so°/4s° las ° le a„ forT (top of concrete) 'M° da � u s51e 4 Sl�76 e Irvv1m as 450 shrew Low.•v=d�rtft b,' v Ito Et'eftlre Plan View of SSTB Placement in Concrete and GFCMU Si Irrh.e!mea .od (a to Fo-t vo-pou-(4" slab) in. leads FaoL1, _When usiig the SSTB20, usethe e,uvabrrt loatls of the SSTB16. - When usftg the BSTB24, use Me e�uvakM Typical SSTB Installation mods of the S 0. in Concrete Foundation Two our Installation •When using the SSTd'W or..e, Ise the Maintain minimum rebar ewer per AO-318 concrete (SSTB20, 24, 34 push 36) equivalent loatls of this SSTB28. 36 code requirements SIMPSON SSTB' Anchor Bolt (cont.) -T1�Peodnts area fable with altlNaelcwrrsb��potas..r FkKXPY.orrau_ beat, 14 m SSTB Bolts at Stemwall Diummiaa(m.) Giuweble Te_!me.boada YOdd W. 1p rowel la Ji me" _�_9Jr iA.i Lmhe_ >J r _adsllc . SI..-.f 4MC Red. .aidYMl Core v_W--.II Ni.wel Cone.- Erw a0' SST„16 6 % 1,we(16L=19%; 12% :, 65 3,-65 1 3.465 2,55„ 2.550 2.550 ..9j 6 % 21%(20L=24%) 16% 4,145 3,88d 3.890 3,1-15 2,9W 291bil SST624 6 % 25% (24- - Ac1 20% 4,825 425 a,295 3,740 3,25 3,325 Inc, SM26 n w 2_n 2a 32n, 24-A ..,505 e,3W 7.310 ..its 7.315 6,395 FL, SST. 14 8 1. 347A 287A 9,5m 8,3W 7.310 8.315 7,315 6,395 SSI836 8 % MIA 211% 9,505 8,3m 7,310 8.315 7.315 6,395 1. rcd�a is reyuieO Mtie fop of s6m �lwmdatiorrs.hN's rd requid to strbmcmtle edye antl gamye aab,a stern -al. gemgefmrft itsfale0ons. 2. Mninum ad Byars, forsuro, PSar batscuesshown m9mphbs. 3..0 oMb LR£Dvalaum, mPN secure larl values by ;.43 ad ward bar values M 1.67. 5. Per:ecdont sap ofthenar,tlrcer Is era erdtwv-storytl end. efte Cmay�Wntlmlt3nitetrw�ry Wit 5. Mdxal bans apply when anchorb .a le a9materfmm the rod. Fabotts ac9mg in laawr s'unuttaewsty,,im nitinnan bolt ®ea-m rang spas36. s. ssrae, ssril3aan! sevens w;m 31Aad dmarce eloweae bark are s,aa; b.(Nrd ad snc AM) cool s, ab. g lam e mom iS — mY' E — e Yvnual — S . Midwall Corner End Wall Stemwall Plan Yews SSTB Bolts at Stemwall: Garage Front Grover ' MMvdl `Waall N rtLi ff-SYmnhp Perspective View Dimensions C .i Nlewabb Tension Leads Model Min. findand SDCl18g aDC C-F Code Na s�� D"mmder Lm91h Embed M. St,,1 wa End wmm step -Down End Comer Q.) SSAM 8 % 291A 241A 6,735 6,765 5,895 5.920 Inc, R, LA 1. Reba is reryYetl attFe ass of stem wel translations, bud Is net mgoiatl W none and pestle party, or stain wall gars9e learn i Tallatms. 2. Mni n n, atl diictarres for 3 113 bets as as shown in graphics. 3. To obtain LPFD value, rmlfipty ASD seismic lead vanes by 1.43 and w9M to al values by I.W. 4. 1,1aspcOmry, apply a 1. oner gratwo-story Wmb.gb aDC Cmay terai ntlru 6DCV86'ebweesbads. 5.Mdrellarls amply v4wn achais l.5�orgrsata fromiheeM. Forbdts xTn9 in ta®on dmuttamousfy, the mnm,ean bolt ante'-tocarta spamg is 31e. 3. St..It Garage Front Perspective View �iFTr1V(a^� 3_' Wind Loads Basic Design Wind Speed V = 100 mph Per IBC Figure 1609.3(1) Allowable Stress Design Wind Speed Vasd = 78 mph Per IBC Table 1609.3.1 Basic Wind Speed Per City of Edmonds Criteria = 85 mph Basic 110 mph Ultimate Surface Roughness Category: B Exposure Category: B Per IBC 1609.4.3 Wind Directionality Factor Kd = 0.85 Per ASCE 7-16 Table 26.6-1 Determine Topographic Factor Per ASCE 7-16 Section 26.8 K1 = 0.75 u = 1.5 x = 400 ft Lh = 800 ft K2 = 0.67 y = 2.5 z = 200 ft K3 = 0.54 Kzt = 1.61 Ke = 1 Per ASCE 7-16 Section 26.9 Kz = 0-15 0.57 Per ASCE 7-16 Table 26.10-1 20 0.62 25 0.66 qz = 0-15 14.45 psf Per ASCE 7-16 Eq. 26.10-1 20 15.72 psf 25 16.74 psf Gust Effect Factor = 0.85 Per ASCE 7-16 Section 26.11 Cp = 0.8 Windward Walls 0.5 Leeward Walls Wind Pressures Windward Leeward Total 0-15 9.83 6.14 15.97 = 16 psf min, OK 20 10.69 6.68 17.37 > 16 psf min, OK 25 11.38 7.11 18.49 > 16 psf min, OK North -South Direction Width = 57 ft 0-15 13,655 Ibs 20 4,951 Ibs 22 2,108lbs 20,715lbs ---> East-West Direction Width = 89.5 ft 0-15 21,442lbs 19 6,219 Ibs 27,661 Ibs ---> Seismic forces control the design Per Load Combinations, Wind Base Shear = 0.6wW w = 1.0 Adjusted = 12,429 Ibs < Seismic Base Shear = 20,006 Ibs Adjusted = 16,596 Ibs < Seismic Base Shear = 20,006 Ibs