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REV2 REVIEWED BLD2022-1025+Structural_Calculations+7.26.2023_9.23.56_AM+3689253Page 1 of 34 Ross Engineering Design Inc DUFFY RESIDENCE STRUCTURAL CALCULATIONS IN ACCORDANCE WITH THE 2018 IBC 23511 74TH AVE W, EDMONDS, WA Job Number 21018 2.23.2023 ELECTRONIC COPY ORIGINAL ON FILE AT ROSS ENGINEERING DESIGN For THE LEREN COMPANY Ross Engineering Design, Inc 425-314-2373 ryan.ross@rossengineer.com Page 2 of 34 Ross project: DUFFY RESIDENCE by: RR sheet #: Engineering location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 Design client: THE LEREN COMPANY job #: 21018 Inc Gravity Design l l p Y _l1 Page 3 of 34 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 Governing Codes General - 2018 International Building Code Wood - ANSI / AF&PA NDS - 2018 ANSI / AF&PA SDPWS - 2018 Loads - ASCE / SEI 7-18 Concrete - ACI 318 - 14 Roof Loads Dead Load On Sheathing On Truss/Rafter On Beam/Girder Min. w/ Uplift Roofing 3.50 psf 3.50 psf 3.50 psf 2.00 psf Sheathing 1.50 1.50 1.50 1.00 Insulation 1.00 1.00 1.00 Sprinkler Ceiling 2.50 2.50 Lights 0.50 0.50 Trusses 4.00 2.00 Mechanical 1.00 1.00 Solar M isc 0.50 4.00 4.00 _ Total 5.50 psf 14.00 psf 18.00 psf 6.00 psf Snow Load Ground Snow Load Pg = Pg = 20 psf Minimum Roof Snow Load = 25 psf Exposure Factor Ce = Ce = 1.0 Thermal Factor Ct = Ct = 1.0 Slope Factor Cs = Cs = 1.0 0.7CeCtCslsPg Design Roof Snow Load Ps = Ps = 14 psf = 25 psf minumum roof snow load controls Wood Floor Loads Dead Loads On Sheathing On Joist/Truss On Beam/Girder For Lateral Floor Covering 2.50 psf 2.50 psf 2.50 psf 2.50 psf Gyperete Sheathing 2.50 2.50 2.50 2.50 Insulation Sprinkler Ceiling 2.50 2.50 2.50 Lights 0.50 0.50 0.50 Joist 2.00 2.00 Mechanical 1.00 1.00 1.00 M isc 1.00 3.00 1.00 Total 6.00 psf 12.00 psf 12.00 psf 11.00 psf Live Loads Residential 40 psf Balcony 60 psf where applicable For Lateral 3.50 psf 1.50 2.50 0.50 4.00 1.00 13.00 psf Page 4 of 34 Ross project: DUFFY RESIDENCE by: RR sheet #: Engineering location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 Design client: THE LEREN COMPANY job #: 21018 Inc DECK TYPE MAPS MAIN FLOOR ROOF IIIIIIIII LOFT ROOF Deoc Type Joist Floor Truss Roof Rafter Roof Label Material Type Deck Joist Floor Wood Deck 0.8 in Truss Roof Wood Deck 0.5 in Rafter Roof Wood Deck 0.5 in Page 5 of 34 Ross project: DUFFY RESIDENCE by: RR sheet #: Engineering location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 Design client: THE LEREN COMPANY job #: 21018 Inc MAIN FLOOR LOFT ROOF AREA LOADS MAPS ROOF Are9 LC9d ReMdErtial B91ocny Sr-,v N Label 1 Additive I PreDL[... I PostDL... 1 LL[ksf] 1 LL Type Residential ❑ 0.04 LL-Reduc- Balcony ❑ 0.06 LL-Reduc- Snow 17 0.025 IL Loads: DL PostComp - PostComposite Dead Load Results for LC 1, ASCE 2.4.1-1 D 15 MAIN FLOOR H2 H_3 H1 H11 Loads: DL PreComp - PreComposite Dead Load Results for LC 1, ASCE 2.4.1-1 v J43 H6 ii B19■ H10 B20 ao m N m C H8 , 617 � M (O LL7 m m m R104 R121 ■ B14 ■ ROOF KEY PLAN Feb 23, 2023 at 12:03 PM DUFFY REMODEL_REV3.rFl co m 0 A ' w erei X G-iy 2 H4 H5 H6 0 H1 H2 H3 Loads: DL PreComp - PreComposite Dead Load Results for LC 1, ASCE 2.4.1-1 LOFT ROOF Feb 23, 2023 at 12:02 PM KEY PLAN DUFFY REMODEL_REV3.rFl co m co 0 A Page 9 of 34 Company 1RISA Designer Job Number A NEMETSCHEK COMPANY Model Name Feb 23, 2023 12:06 PM Checked By:_ Wood Material Properties I ahal Tvna rlatahasP Rnar.iaa Grads Cm Ci Fmnrl Nu Therm 1/1_ I)ansrk/ft__ 1 DF#1 Solid Sawn Visually G... Douglas Fir -Larch No.1 1 0.3 0.3 0.035 2 DF#2 Solid Sawn Visually G... Douglas Fir -Larch No.2 1 0.3 0.3 0.035 3 HF#2 Solid Sawn Visually G... Hem -Fir No.2 1 0.3 0.3 0.035 4 HF STUD Solid Sawn Visually G... Hem -Fir Stud 1 0.3 0.3 0.035 5 24F-1.8E DF .. Glulam NDS Tabl.. 4F-1.8E DF BAL na 1 0.3 0.3 0.035 6 24F-1.8E DF .. Glulam NDS Tabl..24F-1.8E_DF_U... na 1 0.3 0.3 0.035 7 PARALLAM SCL TrusJoist 2.OE_DF Paralla... na 1 0.3 0.3 0.035 8 LVL SCL TrusJoist1.9E Tim berStran.. na 1 0.3 0.3 0.035 9 PT 4x Post Custom N/A PT 4x Post na 1 0.3 0.3 0.035 10 PT 6x Post Custom N/A PT 6x Post na 1 0.3 0.3 0.035 11 PT 10 Custom N/A PT 10" na 1 0.3 0.3 0.06 12 PT 12 Custom N/A PT 12" na 1 0.3 0.3 0.06 13 PT 6xl2 Custom N/A PT 6x12 max na 1 0.3 0.3 0.035 14 PT 6x16 Custom N/A PT 6x16 max na 1 0.3 0.3 0.035 15 RIGID Custom N/A RIGID na 1 0.3 0.3 0.035 Custom Wood Properties I ahal Fh rkcil Ft rkcil Fv rkcil Fr. rkcil F rkcil Fns rkcil Tvna CF 1 PT 4x Post 0.68 0.42 0.12 1.04 1235 447 Visually.. 2 PT 6x Post 0.46 0.3 0.112 0.46 1045 380 Visually.. 3 PT 10" 0.748 0.42 0.12 1.04 1235 447 Visually.. 4 PT 12" 0.68 0.42 0.12 1.04 1235 447 Visually.. 5 PT 6x12 max 0.54 0.28 0.112 0.4 1045 380 Visually.. 6 PT 6x16 max 0.525 0.28 0.112 0.4 1045 380 Visually.. 7 RIGID 1000 1000 1000 1000 1e+6 1e+6 Visually.. Deck Loads I ahal Twn W nv Ralf Wt fksfl Rnnar r11 fksfl Cnnct r)I rksfl Cnnst 1 1 rksfl 1-1 None 2.917e-6 0 0 0 2 Joist Floor 0.002 0.009 0 0 3 Truss Roof 0.001 0.017 0 0 4 Rafter Roof 0.001 0.013 0 0 Uniform Area Loads I ahal Additives Prar)I fksfl Pmtf)I fksfl I I fksfl I I Tvna vi rksfl nvn I nadrkcfl 1 None LL-Reduce 2 Residential 0.04 LL-Reduce 3 Balcony 0.06 LL-Reduce 4 Snow 0.025 SL Point Loads: FOUNDATION Point Label PreDL k PostDL k LL k ILL Type D n Load k No Data to Print ... Point Loads: BASEMENT Point Label PreDL[k] PostDL[k] LL[k] ILL Type D n Load[k] No Data to Print ... RISAFloor Version 16.0.6.2[CA ... \...\...\...\...\...\REV3\CALCS\DUFFY REMODEL REV3.rfl] Page 4 Page 10 of 34 Company Feb 23, 2023 RISA Designer Checked PM ed Job Number Checked By:___ A NEMETSCHEK COMPANY Model Name Point Loads: MAIN FLOOR Pnint I ahal Prani rkl Pnctni rkl I I rkl I I Tvna nvn I mrirkl 1 N436 LL-Non 2 N437 LL-Non 3 N438 LL-Non 4 N439 LL-Non 5 N436 LL-Non 6 N439 LL-Non 7 N438 LL-Non 8 N437 LL-Non 9 GRDR416 LL-Non 10 GRDR416 LL-Non lave • . fmzlorda Point Label PreDL k PostDL k LL k LL Tvpe D n Load k 1 N 162 1.125 1.875 SL Point Loads : LOFT ROOF Point Label PreDL k PostDL k LL k No Data to Print ... LL Type D n Load k Line Loads: FOUNDATION Start Point End Point Start Pre... End PreD... Start Post..End Post.. Start LL k..End LLrk/ftj LL Type St D n Load k/...End D No Data to Print ... Line Loads: BASEMENT Start Point End Point Start Pre... End PreD... Start Post..End Post... Start LL k..End LL k/ft LL Type St D n Load k/...End D n Load ... Line Loads : MAIN FLOOR No Data to Print ... Start Point End Point Start Pre... End PreD... Start Post..End Post.. Start LL k..End LL k/ft LL Type St D n Load k/...End D n Load[.. 1 N28 N73 0.05 0.05 LL-Non 2 N73 N122 0.05 0.05 LL-Non 3 N122 N384 0.05 0.05 LL-Non 4 N384 N433 0.05 0.05 LL-Non 5 N433 N44 0.05 0.05 LL-Non 6 N44 N78 0.05 0.05 LL-Non 7 N78 N50 0.05 0.05 LL-Non 8 N50 N37 0.05 0.05 LL-Non Line Loads : ROOF Start Point End Point Start Pre... End PreD... Start Post..End Post... Start LL k..End LL k/ft LL Type St D n Load k/...End D n Load[... 1 N63 N65 0.02 0.02 LL-Non 2 N65 N66 0.02 0.02 LL-Non 3 N66 N178 0.02 0.02 LL-Non Line Loads: LOFT ROOF Start Point End Point Start Pre... End PreD... Start Post..End Post... Start LLfk..End LLtk/ftl LL Tvge St Dvn Loadtk/... End Dvn Loadf... No Data to Print ... RISAFIoor Version 16.0.6.2[CA ... \...\...\...\...\...\REV3\CALCS\DUFFY REMODEL REV3.rfl] Page 5 Page 11 of 34 Company RISA Designer Job Number A NEMETSCHEK COMPANY Model Name Combinations Feb 23, 2023 12:06 PM Checked AhPl Snl__ Cat___ Fa___ Cat___ Fa___ Cat___ Fa___ Cat__ Fa___ Cat___ Fact__ Cat___ Fact__ Cat___ Fact__ Cat___ Fact__ Cat___ Fart__ Cat___ Fart___ Fromm RISAFloor Version 16.0.6.2[CA ... \...\...\...\...\...\REV3\CALCS\DUFFY REMODEL REV3.rfl] Page 6 Page 12 of 34 Company IIIRI SA Designer Job Number A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: MAIN FLOOR Feb 23, 2023 11:54 AM Checked By:_ Label Size Exolicit Material Bendina ... Locfftl LC Defl Check Locfftl Cat Shear Ch... Locfftl LC 1 H1 4X8 No DF#2 0.198 2.61 3 0.046 1 2.104 DLILLI 0.226 3.74 3 2 B12 4X12 Yes PARAL.. 0.259 4.405 2 0.188 4.146 LL 0.3 0 2 3 DB14 3.125X12FS No 24F-1.8... 0.827 2.77 2 0.807 6.462 DL+LL 0.783 0 2 4 DB15 5.125X10.5FS No 24F-1.8... 0.68 7.5 2 0.923 7.5 LL 0.34 15 2 5 DB16 3.125X12FS No 24F-1.8... 0.88 12.001 2 0.903 8.309 LL 0.836 14.771 2 6 DB17 3.125X13.5FS No 24F-1.8... 0.817 7.5 2 0.936 7.5 LL 0.531 15 2 7 DB18 5.125X7.5FS No 24F-1.8... 0.592 4.013 2 0.665 4.479 LL 0.345 8.9581 2 8 DB19 5.125X7.5FS No 24F-1.8... 0.518 4.257 2 0.631 4.763 LL 0.378 0 2 9 DB20 5.125X12FS No 24F-1.8... 0.58 8.802 2 0.73 8.294 LL 0.408 16.25 2 10 DB21 2-2X10 Yes HF#2 0.207 3.029 2 0.072 3.029 LL 0.17 0 2 11 DB22 3.125X7.5FS No 24F-1.8... 0.511 6.358 2 0.674 5.577 LL 0.374 10.709 2 12 DB23 6.75X12FS Yes 24F-1.8... 0.841 8.979 2 1.18 8.979 LL 0.402 0 2 13 DB24 3.125X9FS No 24F-1.8... 0.767 1.75 3 0.415 2.688 DL+LL 0.764 0 3 14 DB25 5.125X10.5FS No 24F-1.8... 0.507 8.979 2 0.793 8.979 LL 0.212 0 2 15 J45 2X12 No HF#2 0.617 7.5 2 0.404 7.5 LL 0.251 15 2 16 J104 2X12 No HF#2 0.366 4.984 2 0.38 14.5 LL 0.272 11.479 2 17 J151 2X10 No HF#2 0.846 5.75 2 0.637 5.75 LL 0.406 11.5 2 18 J90 2X10 No HF#2 0.001 1 1 0.036 0 DL 0.003 2 1 19 J91 2X10 No HF#2 0 0.406 1 0.036 0 DL 0.001 0.813 1 20 J92 2X10 No HF#2 0.002 1.406 1 0.036 0 DL 0.004 2.813 1 21 B91 2X10 No HF#2 0.284 2.031 2 0.071 2.031 LL 0.322 4.062 2 22 B92 2X10 No HF#2 0.021 1.792 2 0.036 0 DL 0.029 3.583 2 23 B93 2X10 No HF#2 0.16 2.031 2 0.039 2.031 LL 0.176 4.062 2 24 B94 2X10 No HF#2 0.021 1.792 2 0.036 0 DL 0.029 3.583 2 25 J156 2X10 Yes HF#2 0.921 6 2 0.724 6 LL 0.424 12 2 26 J231 2X10 No HF#2 0.175 3 2 0.068 3 LL 0.161 6 2 27 J275 2X12 No HF#2 0.242 4.75 2 0.1 4.75 LL 0.156 9.5 2 28 J211 2-2X10 Yes HF#2 0.722 7.385 2 0.675 7.385 LL 0.27 14.771 2 29 J187 2X10 No HF#2 0.669 5.118 2 0.448 5.118 LL 0.362 0 2 30 B179 2-2X10 Yes HF#2 0.696 4.146 2 0.308 4.146 LL 0.39 8.292 2 31 J191 2X12 No HF#2 0.362 5.082 2 0.163 5.082 LL 0.217 10.163 2 32 J243 2X10 No HF#2 0.095 2.26 2 0.036 0 DL 0.116 4.521 2 33 J320 2X12 No HF#2 0.362 5.082 2 0.163 5.082 LL 0.217 10.163 2 34 H224 4X8 No DF#2 0.33 1.495 2 0.076 1.708 LL 0.383 0 2 35 J373 2X12 No HF#2 0.689 7.012 2 0.428 7.012 LL 0.3 14.024 2 36 H240 4X8 No DF#2 0.622 3.06 2 0.235 3.125 DL+LL 0.406 0 2 37 H241 4X8 No DF#2 0.116 1.676 2 0.036 0 DL 0.317 0 2 38 H242 3.125X7.5FS No 24F-1.8... 0.846 4.188 2 0.772 4.188 DL+LL 0.545 0 2 39 H243 4X8 No DF#2 0.116 0.469 2 0.036 0 DL 0.317 2.146 2 40 H244 4X8 No DF#2 0.322 1.519 2 0.072 1.458 LL 0.404 0 2 41 H245 4X10 No DF#2 0.919 3.32 2 0.287 3.125 LL 0.601 0 2 42 B245 4X8 No DF#2 0.818 2.711 2 0.291 2.711 LL 0.718 5.423 2 43 B246 3.5X11.25FS Yes PARAL.. 0.788 6.455 2 0.848 6.323 LL 0.57 12.646 2 44 B247 7X11.25FS Yes PARAL.. 0.668 6.989 2 0.984 7.64 LL 0.455 0 2 45 B249 3.5X11.25FS Yes PARAL.. 0.375 4.858 2 0.289 4.484 LL 0.442 8.969 2 46 B250 3.5X11.25FS Yes PARAL.. 0.774 6.443 2 0.846 6.443 LL 0.521 12.885 2 RISAFloor Version 16.0.6.2[CA ... \... \... \... \... \... \REV3\CALCS\DUFFY REMODEL REV3.rfl] Page 1 Page 13 of 34 Company IIIRI SA Designer Job Number A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: ROOF Feb 23, 2023 12:00 PM Checked By:_ Label Size Exolicit Material Bendina ... Locfftl LC Defl Check Locfftl Cat Shear Ch... Locfftl LC 1 H1 3.125X9FS No 24F-1.8... 0.862 2.75 3 0.679 3.867 DL-LLI 0.733 0 3 2 H2 4X8 No DF#2 0.228 2.625 3 0.083 2.625 DL+LL 0.17 5.25 3 3 H3 4X8 No DF#2 0.212 1.125 3 0.036 0 DL 0.369 2.25 3 4 H4 4X8 No DF#2 0.201 4.625 3 0.128 4.625 DL+LL 0.085 9.25 3 5 H5 4X8 No DF#2 1 0.383 6.375 3 0.336 6.375 DL+LL 0.117 12.75 3 6 H6 5.125X10.5FS No 24F-1.8... 0.77 5.742 3 0.83 6.125 DL+LL 0.504 12.25 3 7 H7 3.125X7.5FS No 24F-1.8... 0.589 1.433 3 0.597 4.851 DL+LLI 0.605 0 3 8 H8 3.125X9FS No 24F-1.8... 0.878 4.026 3 0.675 3.631 DL+LL 0.873 7.578 3 9 H10 4X8 No DF#2 0.011 3.125 1 0.036 0 DL 0.007 6.25 1 10 H11 5.125X13.5FS No 24F-1.8... 0.677 9.969 3 0.844 8.594 DL+LL 0.586 0 3 11 B12 4X10 No DF#2 0.665 5 3 0.332 5 DL+LL 0.305 10 3 12 B13 3.125X10.5FS Yes 24F-1.8... 0.308 6 3 0.325 6 DL+LL 0.195 12 3 13 B14 5.125X10.5FS Yes 24F-1.8... 0.434 7.5 3 0.488 7.5 0.143 15 3 14 B15 3.125X10.5FS Yes 24F-1.8... 0.308 6 3 0.325 -DL+LLI 6 DL+LL 0.195 12 3 15 B16 3.125X10.5FS Yes 24F-1.8... 0.447 6 3 0.471 6 DL+LL 0.279 12 3 16 B17 5.125X12FS Yes 24F-1.8... 0.354 8.75 3 0.48 8.75 DL+LL 0.172 17.5 3 17 B18 5.125X12FS Yes 24F-1.8... 0.642 9.166 3 0.753 9.166 DL+LL 0.203 17.958 3 18 B19 3.125X7.5FS No 24F-1.8... 0.046 1.75 3 0.036 0 DL 0.055 3 3 19 B20 5.125X12FS Yes 24F-1.8... 0.519 8.75 3 0.703 8.75 DL+LLI 0.246 17.5 3 20 J43 2-2X10 Yes HF#2 0.63 7.563 2 0.511 7.563 DL+LLI 0.23 15.125 2 21 R104 2X12 No HF#2 0.134 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 22 R121 2X12 No HF#2 0.134 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 23 R77 2X12 No HF#2 0.267 4.375 3 0.108 4.375 DL+LL 0.187 8.75 3 24 R93 2X12 No HF#2 0.297 4.604 3 0.126 4.604 DL+LL 0.197 9.208 3 RISAFloor Version 16.0.6.2[CA ... \... \... \... \... \... \REV3\CALCS\DUFFY REMODEL REV3.rfl] Page 2 Page 14 of 34 Company IIIRI SA Designer Job Number A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: LOFT ROOF Feb 23, 2023 12:03 PM Checked By:_ Label Size Exolicit Material Bendina ... Locfftl LC Defl Check Locfftl Cat Shear Ch... Locfftl LC 1 H1 4X8 No DF#2 0.111 1.125 3 0.036 0 DL 0.106 2.25 3 2 H2 4X8 No DF#2 0.033 1.125 3 0.036 0 DL 0.194 2.25 3 3 H3 4X8 No DF#2 0.111 1.125 3 0.036 0 DL 0.106 2.25 3 4 H4 4X8 No DF#2 0.13 1.49 3 0.036 0 DL 0.184 0 3 5 H5 4X8 No DF#2 0.13 1.49 3 1 0.036 0 DL 0.184 0 3 6 H6 4X8 No DF#2 0.129 1.49 3 0.036 0 DL 0.185 0 3 7 R11 2-2X8 Yes HF#2 0.752 7.266 3 0.939 7.266 DL+LL 0.245 14.533 3 8 R50 2X8 No HF#2 0.705 6.146 3 0.744 6.146 DL+LL 0.271 12.292 3 RISAFloor Version 16.0.6.2[CA ... \... \... \... \... \... \REV3\CALCS\DUFFY REMODEL REV3.rfl] Page 3 Loads: Envelope Results F50 F51 F52 F53 F54 F55 F56 F57 FOUNDATION KEY PLAN Feb 23, 2023 at 11:41 AM DUFFY REMODEL_REV3.rFl Page 16 of 34 Ross project: DUFFY RESIDENCE by: RR sheet #: Engineering Design Inc location: 2351174TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 Footings Allowable Bearing = Footing St Loc [ft] End Loc [ft] 2000 Length [ft] psf Max Base Reaction[k] Label Top Floor Bottom Floor Start Point End Point Material Type Material Set Footing Width (in) Result (psf) Check F1 0,64.208 3.909,64.208 3.9 6.98 F1 FOUNDATION Base N1 N2 Concrete Conc250ONV\ 16 1338 OK F2 3.909,64.208 9.236,64.208 5.3 0.78 F2 FOUNDATION Base N2 N3 Concrete Conc250ONV\ 16 109 OK F3 9.236,64.208 12.775,64.208 3.5 4.53 F3 FOUNDATION Base N3 N4 Concrete Conc250ONV\ 16 959 OK F4 12.775,64.20817.335,64.208 4.6 6.39 F4 FOUNDATION Base N4 N5 Concrete Conc250ONV\ 16 1051 OK F5 17.335,64.208 22.516,64.208 5.2 5.32 F5 FOUNDATION Base N5 N6 Concrete Conc250ONV\ 16 770 OK F6 22.516,64.208 29,64.208 6.5 4.75 F6 FOUNDATION Base N6 N7 Concrete Conc250ONV\ 16 549 OK F7 53.188,65.708 54.815,65.708 1.6 1.85 F7 FOUNDATION Base N8 N9 Concrete Conc250ONV\ 16 854 OK F8 54.815,65.708 58.936,65.708 4.1 4.64 F8 FOUNDATION Base N9 N10 Concrete Conc250ONV\ 16 845 OK F9 58.936,65.708 63.13,65.708 4.2 5.14 F9 FOUNDATION Base N10 N11 Concrete Conc250ONV\ 16 920 OK F10 63.13,65.708 64.688,65.708 1.6 1.79 F10 FOUNDATION Base N11 N12 Concrete Conc250ONV\ 16 860 OK F11 64.688,65.708 64.688,62.967 2.7 1.92 F11 FOUNDATION Base N12 N13 Concrete Conc250ONV\ 16 524 OK F12 64.688,62.967 64.688,58.933 4.0 4.10 F12 FOUNDATION Base N13 N14 Concrete Conc250ONV\ 16 763 OK F13 64.688,58.933 64.688,52.061 6.9 1.77 F13 FOUNDATION Base N14 N15 Concrete Conc250ONV\ 16 194 OK F14 64.688,52.06164.688,47.653 4.4 6.82 F14 FOUNDATION Base N15 N16 Concrete Conc250ONV\ 16 1161 OK F15 64.688,47.653 64.688,42.821 4.8 4.02 F15 FOUNDATION Base N16 N17 Concrete Conc250ONV\ 16 624 OK F16 64.688,42.82164.688,38.451 4.4 3.50 F16 FOUNDATION Base N17 N18 Concrete Conc250ONV\ 16 601 OK F17 64.688,38.45164.688,35.462 3.0 2.77 F17 FOUNDATION Base N18 N19 Concrete Conc250ONV\ 16 696 OK F18 SEE F19 F19 64.688,33.729 62.425,33.729 2.5 10.69 F19 FOUNDATION Base N20 N21 Concrete Conc250ONV\ 30 1710 OK F22 29,28 24.314,28 4.7 3.21 F22 FOUNDATION Base N24 N25 Concrete Conc250ONV\ 16 513 OK F23 24.314,28 19.5,28 4.8 3.93 F23 FOUNDATION Base N25 N26 Concrete Conc250ONV\ 16 612 OK F24 19.5,28 19.5,30.208 2.2 3.63 F24 FOUNDATION Base N26 N27 Concrete Conc250ONV\ 16 1233 OK F25 19.5,30.208 16.055,30.208 4.4 10.06 F25 FOUNDATION Base N27 N28 Concrete Conc250ONV\ 16 1715 OK F26 16.055,30.208 3.085,30.208 11.0 1.89 F26 FOUNDATION Base N28 N29 Concrete Conc250ONV\ 16 129 OK F27 3.085,30.208 0,30.208 4.1 9.96 F27 FOUNDATION Base N29 N30 Concrete Conc250ONV\ 16 1823 OK F28 0,30.208 0,33.686 3.5 1.15 F28 FOUNDATION Base N30 N31 Concrete Conc250ONV\ 16 248 OK F29 0,33.686 0,46.591 12.9 4.26 F29 FOUNDATION Base N31 N32 Concrete Conc250ONV\ 16 248 OK F30 0,46.591 0,61.048 14.5 4.78 F30 FOUNDATION Base N32 N33 Concrete Conc250ONV\ 16 248 OK F31 0,61.048 0,64.208 3.2 1.04 F31 FOUNDATION Base N33 N1 Concrete Conc250ONV\ 16 248 OK F32 19.5,30.208 19.5,32.547 2.3 3.10 F32 FOUNDATION Base N27 N34 Concrete Conc250ONV\ 16 993 OK F33 19.5,32.547 19.5,36.781 4.2 9.94 F33 FOUNDATION Base N34 N35 Concrete Conc250ONV\ 16 1759 OK F34 19.5,36.781 19.5,43.217 6.4 5.92 F34 FOUNDATION Base N35 N36 Concrete Conc250ONV\ 16 690 OK F35 19.5,43.217 19.5,45.917 2.7 2.58 F35 FOUNDATION Base N36 N37 Concrete Conc250ONV\ 16 716 OK F36 19.5,45.917 23.5,45.917 4.0 3.69 F36 FOUNDATION Base N37 N38 Concrete Conc250ONV\ 16 692 OK F37 23.5,45.917 23.5,49.845 3.9 6.98 F37 FOUNDATION Base N38 N39 Concrete Conc250ONV\ 16 1333 OK F38 23.5,49.845 23.5,55.767 5.9 7.36 F38 FOUNDATION Base N39 N40 Concrete Conc250ONV\ 16 932 OK F39 23.5,55.767 23.5,60.25 4.5 5.71 F39 FOUNDATION Base N40 N41 Concrete Conc250ONV\ 16 956 OK F40 23.5,60.25 25.875,60.25 2.4 1.57 F40 FOUNDATION Base N41 N42 Concrete Conc250ONV\ 16 496 OK F41 25.875,60.25 25.875,64.208 4.0 2.88 F41 FOUNDATION Base N42 N43 Concrete Conc250ONV\ 16 545 OK F45 38.163,37.625 40.163,37.625 2.5 10.35 F45 FOUNDATION Base N50 N51 Concrete Conc250ONV\ 30 1656 OK F47 18.5,18 20.5,18 2.0 2.50 F47 FOUNDATION Base N54 N55 Concrete Conc250ONV\ 24 624 OK F48 63.688,15.77165.688,15.771 2.5 8.18 F48 FOUNDATION Base N56 N57 Concrete Conc250ONV\ 30 1308 OK F49 69.688,15.77171.688,15.771 2.0 7.11 F49 FOUNDATION Base N58 N59 Concrete Conc250ONV\ 24 1778 OK F50 64.5,5.062 66.5,5.062 2.0 4.59 F50 FOUNDATION Base N60 N61 Concrete Conc250ONV\ 24 1148 OK F51 68.083,5.062 70.083,5.062 2.0 0.95 F51 FOUNDATION Base N62 N63 Concrete Conc250ONV\ 24 239 OK F52 28,1 30,1 2.0 7.19 F52 FOUNDATION Base N64 N65 Concrete Conc250ONV\ 24 1799 OK F53 43,1 45,1 2.5 9.28 F53 FOUNDATION Base N66 N67 Concrete Conc250ONV\ 30 1485 OK F54 51.958,1 53.958,1 2.0 5.68 F54 FOUNDATION Base N68 N69 Concrete Conc250ONV\ 24 1421 OK F55 61.688,1 63.688,1 2.0 2.79 F55 FOUNDATION Base N70 N71 Concrete Conc250ONV\ 24 696 OK F56 64.5,1 66.5,1 2.0 1.16 F56 FOUNDATION Base N72 N73 Concrete Conc250ONV\ 24 291 OK F57 68.083,1 70.083,1 2.0 0.95 F57 FOUNDATION Base N74 N75 Concrete Conc250ONV\ 24 239 OK F58 29,65.708 33.243,65.70E 4.2 2.50 F58 FOUNDATION Base N76 N77 Concrete Conc250ONV\ 12 590 OK F59 33.243,65.70E37.066,65.70E 3.8 1.91 F59 FOUNDATION Base N77 N78 Concrete Conc250ONV\ 12 499 OK F60 37.066,65.70E41.115,65.70E 2.5 9.02 F60 FOUNDATION Base N78 N79 Concrete Conc250ONV\ 24 1805 OK F61 41.115,65.70E44.898,65.70E 2.5 9.28 F61 FOUNDATION Base N79 N80 Concrete Conc250ONV\ 24 1856 OK F62 44.898,65.70E48.722,65.70E 3.8 4.51 F62 FOUNDATION Base N80 N81 Concrete Conc250ONV\ 12 1179 OK F63 48.722,65.70E53.188,65.70E 4.5 7.68 F63 FOUNDATION Base N81 N8 Concrete Conc250ONV\ 12 1720 OK F74 33.638,15.771 29,15.771 4.0 7.13 F74 FOUNDATION Base N90 N91 Concrete Conc250ONV\ 12 1784 OK F75 29,15.771 29,18.94 4.6 8.40 F75 FOUNDATION Base N91 N92 Concrete Conc250ONV\ 12 1825 OK F76 29,18.94 29,26.292 6.6 13.06 F76 FOUNDATION Base N92 N93 Concrete Conc250ONV\ 12 1979 OK F77 29,26.292 29,28 1.7 3.03 F77 FOUNDATION Base N93 N24 Concrete Conc250ONV\ 12 1776 OK F78 29,28 29,33.12 6.6 12.91 F78 FOUNDATION Base N24 N94 Concrete Conc250ONV\ 12 1956 OK F79 29,33.12 29,40.469 5.8 11.14 F79 FOUNDATION Base N94 N95 Concrete Conc250ONV\ 12 1921 OK F80 29,40.469 29,48.736 8.3 11.36 F80 FOUNDATION Base N95 N96 Concrete Conc250ONV\ 12 1374 OK Page 17 of 34 F81 29,48.736 29,54.431 5.7 8.26 F81 FOUNDATION Base N96 N97 Concrete Conc2500NV\ 12 1450 OK F82 29,54.431 29,60.12 5.7 8.34 F82 FOUNDATION Base N97 N98 Concrete Conc2500NV\ 12 1466 OK F83 29,60.12 29,64.208 4.1 5.68 F83 FOUNDATION Base N98 N7 Concrete Conc2500NV\ 12 1389 OK F84 29,64.208 29,65.708 1.5 2.08 F84 FOUNDATION Base N7 N76 Concrete Conc2500NV\ 12 1385 OK F289 69.688,33.72M.688,33.725 2.0 6.84 F289 FOUNDATION Base N103 N104 Concrete Conc2500NV\ 24 1711 OK F261 53.188,33.72M.188,32.854 0.9 0.37 F261 FOUNDATION Base N23 N99 Concrete Conc2500NV\ 16 315 OK F262 53.188,32.85453.188,28.854 4.0 9.57 F262 FOUNDATION Base N99 N100 Concrete Conc2500NV\ 16 1794 OK F263 53.188,28.85453.188,20.771 8.1 2.09 F263 FOUNDATION Base N100 N101 Concrete Conc2500NV\ 16 194 OK F264 53.188,20.77153.188,17.771 3.0 7.67 F264 FOUNDATION Base N101 N102 Concrete Conc2500NV\ 16 1918 OK F265 53.188,17.77153.188,15.771 SEE F266 F266 53.188,15.77151.188,15.771 3.3 12.69 F266 FOUNDATION Base N108 N109 Concrete Conc2500NV\ 40 1143 OK F267 51.188,15.77148.559,15.771 2.6 4.21 F267 FOUNDATION Base N109 N110 Concrete Conc2500NV\ 16 1203 OK F268 48.559,15.771 46,15.771 2.6 0.66 F268 FOUNDATION Base N110 N111 Concrete Conc2500NV\ 16 194 OK F269 46,15.771 42,15.771 3.5 23.05 F269 FOUNDATION Base N111 N112 Concrete Conc2500NV\ 42 1882 OK F270 42,15.771 38,15.771 2.0 6.50 F270 FOUNDATION Base N112 N113 Concrete Conc2500NV\ 24 1625 OK F271 38,15.771 33.638,15.771 4.4 4.90 F271 FOUNDATION Base N113 N90 Concrete Conc2500NV\ 16 843 OK F272 39.163,46.91739.163,48.224 1.0 0.34 F272 FOUNDATION Base N114 N115 Concrete Conc2500NV\ 16 253 OK F275 39.163,62.65539.163,65.70E 3.0 2.58 F275 FOUNDATION Base N117 N118 Concrete Conc2500NV\ 16 635 OK F276 39.163,44.91739.163,46.917 2.0 4.02 F276 FOUNDATION Base N119 N114 Concrete Conc2500NV\ 24 1006 OK F306 29,37.625 38.163,37.62E 9.2 3.70 F306 FOUNDATION Base N124 N50 Concrete Conc2500NV\ 12 404 OK F307 29,45.917 39.163,45.917 10.2 4.06 F307 FOUNDATION Base N125 N126 Concrete Conc2500NV\ 12 400 OK F296 39.163,48.22439.163,52.224 5.0 10.35 F296 FOUNDATION Base N115 N127 Concrete Conc2500NV\ 16 1552 OK F297 39.163,52.22439.163,54.422 1.5 2.36 F297 FOUNDATION Base N127 N128 Concrete Conc2500NV\ 16 1179 OK F298 39.163,54.42239.163,58.422 4.0 4.17 F298 FOUNDATION Base N128 N129 Concrete Conc2500NV\ 16 781 OK F299 39.163,58.42239.163,62.655 4.2 3.36 F299 FOUNDATION Base N129 N117 Concrete Conc2500NV\ 16 595 OK F300 53.188,33.72553.188,36.45E 2.7 2.42 F300 FOUNDATION Base N23 N130 Concrete Conc2500NV\ 16 664 OK F301 53.188,36.45E53.188,38.43E 4.0 7.07 F301 FOUNDATION Base N130 N89 Concrete Conc2500NV\ 16 1326 OK F302 53.187,52.06c53.187,54.06" 6.0 11.91 F302 FOUNDATION Base N131 N132 Concrete Conc2500NV\ 16 1489 OK F302A 38.163,28.65E40.163,28.65E 2.0 7.90 F302A FOUNDATION Base N133 N134 Concrete Conc2500NV\ 24 1975 OK Page 18 of 34 Ross project: DUFFY RESIDENCE by: RR sheet #: Engineering location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 Design client: THE LEREN COMPANY job #: 21018 Inc Lateral Design Page 19 of 34 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 ASCE 7 Seismic Design Parameters Risk Category: II IBC Table 1604.5 Importance Factors ASCE Table 1.5-2 Seismic, IE = 1.00 Site Soil Class: D ASCE Table 20.3-1 Or Geotechical Response Accelerations: For Lattitude = 47.786 degrees Recommendation & Longitude =-122.333 degrees https://earthquake.usgs.gov/ws/designmaps/asce7-10.'son?latitude=47.786&longitude=-122.333&riskCategory=l I&siteClass=D&title=Example Mapped spectral response acceleration Ss= 1.26 g site -specific S1= 0.493 g site -specific Fa= 1.00 IBC Table 1613.3.3(1) Fv= 1.51 IBC Table 1613.3.3(2) Maximum spectral response acceleration IBC 1613.3.3 Sms = FaSs = 1.26 g SM1= FvS1= 0.743 g Design spectral response acceleration IBC 1613.3.4 SDs = (2/3) Sms = 0.842 g SD1= (2/3) Sm1 = 0.495 g Seismic Design Category: Based on SDs = D IBC Table 1613.3.5(1) Based on SD1= D IBC Table 1613.3.5(2) Controlling Category = D Building Period: Structure Type = 4 1 - Steel moment resisting frame ASCE 12.8.2.1 0 Building Height hn = 17.83 ft 2 - Concrete moment reisisting frame Ct = 0.02 3 - Eccentrically braced steel frame x = 0.75 4 - All other structural systems Approximate fundamental period Ta = Ct x hxn = 0.17 seconds Response Coefficient: R = 6.50 ASCE Table 12.2-1 Wo = 3.00 Cs = SDs/(R/IE) = 0.130 ASCE 12.8.1.1 Cs(max) = SD1/(RTa/IE) = 0.439 Cs(min) = 0.010 Controlling Cs = 0.130 Seismic Design Force: V = CSW = 0.130 W (ult) ASCE 12.8.1 V = CsW/1.4 = 0.093 W (asd ) rho = 1.0 Base Shear = 14.0 Kips 2/23/2023 Page 20 of 34 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 Seismic Story Shear Story Weights Level 2 Level 1 Story Shear CS = Level Roof 13.0 psf 2920 sq ft 38.0 Exterior Wall Above 0.0 plf 0 ft 0.0 Exterior Wall 45.0 plf 242 ft 10.9 Interior Wall Above 0.0 psf 0 sq ft 0.0 Interior Wall 5.6 psf 1800 sq ft 10.1 Low Roof 0.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 Floor 11.0 psf 1800 sq ft 59.0 k 19.8 Exterior Wall Above 45 plf 242 ft 10.9 Exterior Wall 40 plf 90 ft 3.6 Interior Wall Above 5.6 psf 1800 sq ft 10.1 Interior Wall 5.0 psf 900 sq ft 4.5 Low Roof 13.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 0.130 (ult ) Height Weight Ve hx (ft) wx (k) hXwX Fx (k) 2 17.83 59.0 1052 10.19 1 8.00 48.9 391 3.79 Total = 107.9 1443 13.98 Vtotal = CS x Ewx = 13.98 k Fx = Vtotal x hxwx / Y-hxwx Diaphragm Shear SDS = 0.842 IE = 1.00 Base Shear V = 13.98 k 48.9 k Weight Level wi (k) Story Shear Sw; F; (k) SF; Dia. Shear Fpx (k) Max Fpx (k) Min Fpx (k) Controlling Fpx (k) 2 59.0 59.0 10.19 10.19 10.19 19.86 9.93 10.19 1 48.9 107.9 3.79 13.98 6.34 16.47 8.24 8.24 Max Fpx =0.40xIpxSDSxW; = 0.34 x w; Min Fpx =0.20xIpxSDSxW; = 0.17 x w; Page 21 of 34 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 ASCE 7 Wind Design Parameters Risk Category II Design Wind Speed V 110 mph Exposure Category B Enclosure Classification Enclosed K,t Topographic Factor 1.0 Kd Directionality Factor 0.85 (Building CC) Hurricane Region w/ V > 100 mph? No Wind Loads, Components and Cladding ASCE 7 Section 30.4, h<60ft Height h, z 17.833333 ft Roof Slope = 21 Degrees Slope Reduction Factor = 1 Applied to GCp; Velocity Pressure Coefficient a 7 z 30 zg 1200 Kh,Z = 2.01(z/zg)2/a = 0.70 Velocity Pressure qz,h = 0.0026KZKZtKdV2 = 18.4 psf GCp; Internal Pressure Coeffecient 0.18 +/- Design Wind Pressure p = q,,h(GCp - GCp;) psf Zone 4, 5 Zone 4 Zone 5 Zone 4, 5 Zone 4 Zone 5 Area Gcpi (+) Gcpi (-) Gcpi (-) p inward p outward p outward 10 1.000 -1.100 -1.400 21.8 -23.6 -29.1 20 0.947 -1.047 -1.294 20.8 -22.6 -27.2 50 0.877 -0.977 -1.153 19.5 -21.3 -24.6 100 0.823 -0.923 -1.047 18.5 -20.4 -22.6 150 0.792 -0.892 -0.985 17.9 -19.8 -21.5 200 0.770 -0.870 -0.941 17.5 -19.4 -20.7 300 0.739 -0.839 -0.878 17.0 -18.8 -19.5 500 0.700 -0.800 -0.800 16.2 -18.1 -18.1 IBC Table 1604.5 Figure 26.5-1 Section 26.7 Section 26.10 Figure 26.8-1 Table 26.6-1 Table 30.3-1 Equation 30.3-1 Table 26.11-1 Figure 30.4-1, Equation 30.4-1 Page 22 of 34 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 Wind Loads Main Wind Force Resisting System ASCE 7 - Method 2 per Figure 28.6-1 Wind Criteria Risk Category: II Wind, IW = 1.00 Hurricane Region w/ V > 100 mph? No I = 1.00 Basic Wind Speed (V) (ult) = 110 mph KZt = 1.00 Exposure = B Roof Angle = 21 deg Average Roof Height = 19 ft Plate Height (H) = 17.833333 ft Least Horiz Dimension (L) = 20 ft 0.10L = 2 ft 0.4(H) 5 ft a min = max of 3ft or 0.04L = 3 ft a = 3 ft 2a = 6.0 ft Simplified Design Wind Pressure Load Case 1 Load Case 2 IMinimurn lControlling Zone I P,30 (psf) I P5 (psf) P,30 (psf) P, (psf) I P, (psf) I P, (psf) A 26.6 26.6 0.0 0.0 16.0 26.6 B -7.0 -7.0 0.0 0.0 8.0 8.0 C 17.7 17.7 0.0 0.0 16.0 17.7 D -3.9 -3.9 0.0 0.0 8.0 8.0 E -23.1 -23.1 0.0 0.0 --- ---- F -16.0 -16.0 0.0 0.0 --- ---- G -16.0 -16.0 0.0 0.0 --- ---- H -12.2 -12.2 0.0 0.0 --- ---- EoH -32.3 -32.3 0.0 0.0 --- ---- G u -25.3 -25.3 0.0 0.0 --- ---- Y Transverse © C Ocam A Longitudinal 2/23/2023 Page 23 of 34 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 Wind Story Shear FRONT TO BACK Zone A 26.6 ps (psf) Level Area (ft2) Zone B Zone C Zone D 8 ps(psf) 17.7 ps(psf) 8 ps(psf) Area (ft2) Area (ft2) Area (ft2) V,,(K) 2 46 108 361 408 11.74 1 54 198 4.94 SIDE TO SIDE Zone A 26.6 ps(psf) Level Area (ft2) Zone B 8 ps(psf) Area (ft2) Zone C 17.7 ps(psf) Area (ft2) Zone D 8 ps(psf) Area (ft2) V,_ (K) 2 63 33 363 208 10.03 1 0.00 Ulm, C 363 D 2a8 A 27 B33 2/23/2023 Page 24 of 34 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 Story Shear Summary FRONT TO BACK Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 2 10.19 10.19 11.74 11.74 1 3.79 13.98 4.94 16.68 SIDE TO SIDE Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 2 10.19 10.19 10.03 10.03 1 3.79 13.98 0.00 10.03 2/23/2023 Page 25 of 34 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet#: location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 Roof Diaphragm and Chord Design Unblocked Diaphragm Allowable Shear per NDS Table 4.2B (asd) G = 0.43 SGAF = [1-(0.5-G)] = 0.93 Sheathing Grade Common Nail Size Minimum Fastener Penetration into Framing Mimimum Nominal Panel Thickness Minimal Nominal Framing Width V Seismic V Wind plf plf Case 1 Case 2, 3, 4, 5, 6 Case 1 Case 2, 3, 4, 5, 6 Struct I 6d 1-1/4 5/16 2 153 116 214 163 3 172 130 242 181 8d 1-3/8 3/8 2 223 167 312 235 3 246 186 344 260 10d 1 1-1/2 15/32 2 265 200 372 279 3 298 223 416 312 Sheathing and Single Floor 6d 1-1/4 5/16 2 140 102 195 144 3 158 116 221 163 3/8 2 153 116 214 163 3 172 130 242 181 8d 1-3/8 3/8 2 200 149 279 209 3 223 167 312 235 7/16 2 214 158 300 221 3 237 177 332 246 15/32 2 223 167 312 235 3 246 186 344 260 10d 1-1/2 15/32 2 237 177 332 246 3 270 200 377 279 19/32 2 265 200 372 279 3 298 223 416 312 Check Roof Diaphragm FRONT TO BACK Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 10.19 67 < 177 OK 53.0 Wind 11.74 66 < 246 OK SIDE TO SIDE Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 10.19 52 < 177 OK 68.0 Wind 10.03 44 < 246 OK Check Tyical Chord For Maximum Force Vmax (uIt) = 7.13 k (asd) Diaphragm Width = 68.0 ft Diaphragm Depth = 53.0 ft Plate Size 2x6 Ft allow = 525 psi Chord Splice Capacity = (16) 16d nails = 16 x 122 lb x 1.6 = M = 60.61 kft T = M/D = 1144 lb At = 8.25 Tallow = Ft allow x At x Cd = 6930 lb > 3123.2 lb > T OK 1144 OK Page 26 of 34 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 Wood Shear Wall Schedule NDS Table 4.3A max stud spacing = 16" oc ? yes specific gravity: 0.43 specific gravity miltiplier = 0.93 Seismic panel panel fastener nail (common or nail edge spacing grade thickness penetration galvanized box) 6 4 3 2 5/16" 11/4 6d 186 279 363 474 3/8" 13/8 8d 260 400 512 679 C - D (Struct 1) 7/16" 13/8 8d 260 400 512 679 13/8 8d 260 400 512 679 15/32" 11/2 10d 316 474 618 809 11/4 6d 186 279 363 474 3/8" 13/8 8d 242 353 456 595 7/16" 13/8 8d 242 353 456 595 C - D 13/8 8d 242 353 456 595 15/32" 11/2 10d 288 428 558 716 19/32" 11/2 10d 316 474 618 809 Wind panel panel grade thickness fastener penetration nail (common or galvanized box) 6 nail edge spacing 4 3 2 5/16" 11/4 6d 260 391 508 664 3/8" 13/8 8d 365 560 716 950 C - D (Struct 1) 7/16" 13/8 8d 365 560 716 950 13/8 8d 365 560 716 950 15/32" 11/2 10d 443 664 866 1133 11/4 6d 260 391 508 664 3/8 13/8 8d 339 495 638 833 [M17 7/16" 13/8 8d 15/32" 13/8 8d 11/z 10d 339 495 339 495 404 599 638 833 638 833 781 1003 19/32" 11" 10d 443 664 866 1133 Sheathing Capacities Shear Wall Label Panel Grade Panel Thickness # of Sides Sheathed Nail Size Nail Spacing Seismic (plf) Wind (plf) 1 C-D 7/16" 1 8d 6 242 339 2 C-D 7/16" 1 8d 6 242 339 3 C-D 7/16" 1 8d 4 353 495 4 C-D 7/16" 1 8d 3 456 638 5 C-D 7/16" 1 8d 2 595 833 6 C-D 7/16" 2 8d 3 911 1276 Page 27 of 34 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 2351174TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 Shearwall Connections Shear Clips Simpson Shear Connectors, pg 190 Sill Plate Connection to Concrete NDS Table 11E G = 0.43 CD = 1.6 CM = 1.0 Sole Plate Connection to Rim/Blocking NDS Table 11J & 11N, ESR-2236 G = 0.43 CD = 1.6 CM = 1.0 Connection Capacities Fastener Allowable Shear (lb) LS50 630 LTP4 575 A34 445 A35 600 16d TOENAIL 75 Bolt Diameter Side Member Z (lb) Z' (lb) 1/2" 1-1/2" 590 944 5/8" 1-1/2" 860 1376 3/4" 1-1/2" 1200 1920 1/2" 2-1/2" 730 1168 5/8" 2-1/2" 1070 1712 3/4" 2-1/2" 1400 2240 Dowel Side Member Z (lb) Z' (lb) 16d 1.5 122 195 SDS1/4x6 2.5 245 392 Shear Wall Label Shear Clips Type Spacing Capacity Sill Plate Size Anchor Spacing Capacity Sole Plate Size Dowel Spacing Capacity Controlling Capacity 1 16d TOENAIL 6 150 2x 1/2" 48 236 2x 16d 6 390 150 2 LTP4 24 288 2x 1/2" 48 236 2x 16d 6 390 236 3 LTP4 18 383 2x 1/2" 32 354 2x 16d 4 586 354 4 LTP4 14 493 2x 5/8" 24 688 2x 16d 4 586 493 5 LTP4 10 690 2x 5/8" 18 917 2x 16d 3 781 690 6 LTP4 7 986 3x 5/8" 18 1141 3x SDS1/4x6 4 1176 986 Page 28 of 34 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 Shear Wall Braced Lines FRONT TO BACK Tributary (%) SIDE TO SIDE Tributary (%) Level Level Label 2 1 Label 2 1 GRID A 20 GRID 2 25 GRID D 40 GRID 3 GRID G 25 25 GRID 5 35 GRID H 15 15 GRID 7 40 GRID GRID 11 40 30 GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID TOTAL 100 40 TOTAL 100 70 SHEARWALL DESIGN Ve = Accumulated seismic shear on Braced Line (k) ve= Design seismic shear on the design panel (plf) VW = Accumulated wind shear on Braced Line (k) vw = Design wind shear on the design panel (plf) Ltot = Total shear panel length in Braced Line (ft) ve a = Allowable seismic shear of the design panel (plf) H = Plate height (ft) vw a = Allowable wind shear of the design panel (plf) Lsw = Length of design shear panel for overturning (ft) Tr = Tributary roof/floor (ft) L1, 2, 3 = Length of shear panels between openings in a perforated shear wall (ft) La = Adjacent wall length (ft) Hopg = Height of opening in a perforated wall (ft) Ta = Adjacent tributary roof/floor (ft) Co = Reduction factor for a perforated shear wall P1 = Design panel weight (lb) Ratio = Height -length aspect ratio of a shear segment P2 = Adjacent wall weight (lb) 2L/H = Aspect ratio reduction factor T = Overturning tension (lb) Seg. = Segmental Shear Wall per SPDWS 4.3.5.1 C = Overturning compression (lb) Force = Force Transfer Shear Wall per SPDWS 4.3.5.2 Perf. = Segmental Shear Wall per SPDWS 4.3.5.3 V 2/23/2023 Doss Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 LEVEL GRID 2 Ve FRONT TO BACK Vw Ltot H Type Shearwall Design Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 E T/C Above W T/C Above E T/C W T/C Holdown A 2.04 2.35 34 9.00 Seg. 34 1.00 0.26 1.00 1 42 150 41 150 2 4 2 1999 235 0 0 -857 -862 NOT REQ'D D 4.07 4.70 12 9.00 Seg. 12 1.00 0.75 1.00 2 238 236 235 236 12 4 2 994 235 0 0 1407 1381 HDU4 G 2.55 2.94 7.5 9.00 Seg. 7.5 1.00 1.20 1.00 2 238 236 235 236 2 4 8 441 293 0 0 1626 1600 MSTC40/48B3 H 1.53 1.76 6.5 9.00 Perf. 15.5 3 3.5 5 0.63 3.00 0.67 4 165 191 163 268 2 4 1 911 226 0 0 -60 -68 NOT REQ'D LEVEL GRID 10.19 2 Ve 11.74 SIDE TO SIDE Vw Ltot H Type Shearwall Design Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 E T/C Above W T/C Above E T/C W T/C Holdown 2 2.55 2.51 9 9.00 Seg. 4.5 1.00 2.00 1.00 2 198 236 167 236 2 4 2 265 235 0 0 1415 1137 MSTC48B3 5 3.57 3.51 5.5 9.00 Seg. 2.75 1.00 3.27 0.61 6 454 557 383 780 2 4 8 162 293 0 0 3710 3073 STHD14 11 4.07 4.01 46 9.00 Seg. 13.5 1.00 0.67 1.00 1 62 150 52 150 8 4 2 988 235 0 0 -171 -258 NOT REQ'D 10.19 10.03 Doss Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 2/23/2023 client: THE LEREN COMPANY job #: 21018 LEVEL GRID 1 Ve FRONT TO BACK Vw Ltot H Type Shearwall Design Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 E T/C Above W T/C Above E T/C W T/C Holdown G 3.49 4.17 6.5 8.00 Seg. 3.25 1.00 2.46 0.81 5 376 484 385 677 10 4 10 390 480 1626 1600 3961 4005 HDU5 H 2.10 2.50 11.5 8.00 Seg. 3.5 1.00 2.29 0.88 1 128 150 131 150 6 4 1 319 221 -60 -68 580 596 HDU5 LEVEL GRID 5.59 1 Ve 6.67 SIDE TO SIDE Vw Ltot H Type Shearwall Design Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 E T/C Above W T/C Above E T/C W T/C Holdown 7 5.59 4.01 7 8.00 Seg. 7 1.00 1.14 1.00 5 559 595 344 690 1 4 1 386 221 0 0 4058 2337 HDU5 11 4.19 3.01 35 8.00 Seg. 35 1.00 0.23 1.00 3 84 353 52 354 1 4 1 1932 221 -171 -258 -687 -1033 NOT REQ'D 9.78 7.02 Page 31 of 34 Loads: OLi - Other Load 1 Results for LC 1. ASCE 2.4.1-1 MAIN FLOOR OVERTURNING ON BEAMS Page 32 of 34 Beam: DB14 Shape Group: Glulam_Western Code: AWC NDS-12: ASD Floor: MAIN FLOOR Span: Single Size: 3.125X12FS Fixity: Pinned -Pinned Material: 24F-1.8E DF Unbalanced Bending: Strong Axis Function: Gravity Geometry: Length = 14.7708ft Points (Start to End): N36 to N64 (29,15.7708,0) to (29,1,0) Angle: 90 degrees Diagrams for Load Combination 13 : ASCE 2.4.1-8 + Load Diagram (Live Load Reduction not shown): Distributed Loads (k/ft), Point Loads (k) *Live Load diagram displays controlling LL, LLS, RILL, SL, RL Envelope and Category Shear Reactions: (k) Non Reducible (Unreduced) Non Reducible (Unreduced) DL LL+LLS LL+LLS Roof LL Total Roof LL Total I -End: 2.337 0 2.839(a) 1.631(a) 0 J-End: 0.532 0 0.737 0.306 0 Maximum Total I -End Reaction: 2.242k for LC 14 (ASCE 2.4.1-8 -) NO NET UPLIFT Maximum Total J-End Reaction: 0.477k for LC 14 (ASCE 2.4.1-8 -) Shear: 21.2% Capacity at Oft for LC 14 (ASCE 2.4.1-8 -) V = 2.242k at Oft fv = 0.09ksi Fv' = 0.424ksi Wood Shear Factors Fv = 0.23ksi CD = 1.6 Cm = 1 Ct = 1 Bending: 21.4% Capacity at 2.76953ft for LC 14 (ASCE 2.4.1-8 -) M = 5.129k-ft RB = 0 le -bend Top = Oft le -bend Bot = Oft fb = 0.821 ksi Fb' = 3.84ksi Wood Bending Factors Fb=2.4ksi CID =1.6 Cm=1 Ct=1 Cfu=1.16 CL=1 CIF =1 Cr=1 CV=1 RISAFloor Version 15.0.1 [C:1... 1... 1... \Ross Engineering Design12100121018 Duffy Remodel_LCKALCSOUFFY REMODEL.rfl] Pagel Beam: DB16 Floor: MAIN FLOOR Size: 3.125X12FS Material: 24F-1.8E DF Unbalanced Function: Gravity Shape Group: Glulam_Western Span: Single Fixity: Pinned -Pinned Bending: Strong Axis Geometry: Length = 14.7708ft Points (Start to End): N63 to N52 (44,1,0) to (44,15.7708,0) Angle: 90 degrees Page 33 of 34 Code: AWC NDS-12: ASD Diagrams for Load Combination 14 : ASCE 2.4.1-8 - Load Diagram (Live Load Reduction not shown): Distributed Loads (k/ft), Point Loads (k) *Live Load diagram displays controlling ILL, LLS, RILL, SL, RL Envelope and Category Shear Reactions: (k) Non Reducible (Unreduced) Non Reducible (Unreduced) DL LL+LLS LL+LLS Roof LL Total Roof ILL Total I -End: 0.588 0 1.018(a) 0.305(a) 0 J-End: 2.411 0 3.119 1.609 0 Maximum Total I -End Reaction: 0.511 k for LC 13 (ASCE 2.4.1-8 +) Maximum Total J-End Reaction: 2.287k for LC 13 (ASCE 2.4.1-8 +) NO NET UPLIFT Shear: 21.6% Capacity at 14.7708ft for LC 13 (ASCE 2.4.1-8 +) V = 2.287k at 14.7708ft fv = 0.091 ksi Fv' = 0.424ksi Wood Shear Factors Fv = 0.23ksi CD = 1.6 Cm = 1 Ct = 1 Bending: 21.8% Capacity at 12.0013ft for LC 13 (ASCE 2.4.1-8 +) M = 5.224k-ft RB = 0 le -bend Top = Oft le -bend Bot = Oft fb = 0.836ksi Fb' = 3.84ksi Wood Bending Factors Fb=2.4ksi CID =1.6 Cm=1 Ct=1 Cfu=1.16 CL=1 CIF =1 Cr=1 CV=1 RISAFloor Version 15.0.1 [C:1... 1... 1... \Ross Engineering Design12100121018 Duffy Remodel_LCKALCSOUFFY REMODEL.rfl] Pagel Page 34 of 34 Beam: DB17 Shape Group: Glulam_Western Code: AWC NDS-12: ASD Floor: MAIN FLOOR Span: Single Size: 5.5X12FS Fixity: Pinned -Pinned Material: 24F-1.8E DF Unbalanced Bending: Strong Axis Function: Gravity Geometry: Length = 15ft Points (Start to End): N90 to N91 (29,13,0) to (44,13,0) Angle: 0 degrees Diagrams for Load Combination 5 : ASCE 2.4.1-5 +E Load Diagram (Live Load Reduction not shown): Distributed Loads (k/ft), Point Loads (k) 1 1•' -1.276 Live Load diagram displays controlling LL, LLS, RILL, SL, RL Envelope and Category Shear Reactions: (k) Non Reducible (Unreduced) Non Reducible (Unreduced) DL LL+LLS LL+LLS Roof LL Total Roof LL Total I -End: 1.366 0 2.655(a) 0.594(a) 0 J-End: 1.366 0 2.655 0.594 0 Maximum Total I -End Reaction: 1.533k for LC 13 (ASCE 2.4.1-8 +) Maximum Total J-End Reaction: 1.533k for LC 14 (ASCE 2.4.1-8 -) NO NET UPLIFT Shear: 8.2% Capacity at Oft for LC 13 (ASCE 2.4.1-8 +) V = 1.533k at Oft fv = 0.035ksi Fv' = 0.424ksi Wood Shear Factors Fv = 0.23ksi CD = 1.6 Cm = 1 Ct = 1 Bending: 14.1% Capacity at 4.375ft for LC 13 (ASCE 2.4.1-8 +) M = 5.936k-ft RB = 0 le -bend Top = Oft le -bend Bot = Oft fb = 0.54ksi Fb' = 3.84ksi Wood Bending Factors Flo =2.4ksi CID =1.6 Cm=1 Ct=1 Cfu=1.07 CL=1 CF=1 Cr=1 CV=1 RISAFloor Version 15.0.1 [C:1... 1... 1... \Ross Engineering Design12100\21018 Duffy Remodel_LCIICALCSIDUFFY REMODEL.rfl] Pagel