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REVIEWED-BLD2023-0474+Structural_Calculations+4.4.2023_8.10.05_PM+3463507Page 1 of 24 Ross Engineering Design Inc SANCHEZ ADDITION & REMODEL STRUCTURAL CALCULATIONS IN ACCORDANCE WITH THE 2018 IBC 1231 12TH AVE N, EDMONDS, WA 98020 Job Number 23006 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 24 Ross project: SANCHEZ ADDITION & REMODEL by: RR sheet #: Engineering location: 1231 12TH AVE N, EDMONDS, WA 98020 date: 3/24/2023 Design client: THE LEREN COMPANY job #: 23006 Inc Gravity Design r Page 3 of 24 Ross Engineering Design Inc project: SANCHEZ ADDITION & REMODEL by: RR sheet #: location: 1231 12TH AVE N, EDMONDS, WA 98020 date: 3/24/2023 client: THE LEREN COMPANY job #: 23006 Governing Codes General - 2018 International Building Code Wood - ANSI / AF&PA NDS - 2018 ANSI / AF&PA SDPWS - 2018 Loads - ASCE / SEI 7-16 Concrete - ACI 318 - 14 Default Roof Loads Dead Load Sheathing Roofing 3.50 psf Sheathing 1.50 Insulation Sprinkler Ceiling Rafters/Trusses Mechanical Solar M isc 0.50 Total 5.50 psf * Included in RISA self weight Snow Load Ground Snow Load Pg = Minimum Roof Snow Load = Exposure Factor Ce = Thermal Factor Ct = Slope Factor Cs = Design Roof Snow Load Ps = Default Wood Floor Loads Dead Loads Sheathing Floor Covering 3.50 psf Gyperete Sheathing 2.50 Insulation Sprinkler Ceiling Joist/Truss Mechanical M isc 1.00 Total 7.00 psf * Included in RISA self weight Live Loads Residential 40 psf Balcony 60 psf Rafter Roof Truss Roof Min. w/ Uplift For Lateral 3.50 psf 3.50 psf 2.00 psf 3.00 psf * * 1.00 1.50 1.00 1.00 1.00 2.50 2.50 2.50 * 4.00 2.00 4.00 1.00 1.00 1.00 4.00 4.00 1.00 12.00 psf 16.00 psf 6.00 psf 13.00 psf Pg Ce = Ct = Cs = Ps = Joist Floor 3.50 psf * 2.50 * 1.00 3.00 10.00 psf where applicable 20.0 psf 25 psf 1.0 1.0 1.0 0.7CeCtCslsPg 14 psf = 25 psf minumum roof snow load controls Truss Floor 3.50 psf * 2.50 3.00 1.00 3.00 13.00 psf For Lateral 2.00 psf 2.50 2.50 2.00 1.00 1.00 11.00 psf Page 4 of 24 Ross project: SANCHEZ ADDITION & REMODEL by: RR sheet #: Engineering location: 1231 12TH AVE N, EDMONDS, WA 98020 date: 3/24/2023 Design client: THE LEREN COMPANY job #: 23006 Inc MAIN FLOOR ROOF Deck Type Joist Flow Existing Rocf Rafter Roof Truss Roof DECK TYPE MAPS Label Twc Wav Self Wt fksfl Suner DL fksfl Joist Floor ❑ 0.002 0.01 Existing Roof ❑ 0.001 0.016 Rafter Roof (] 0.001 0.012 Truss Roof C 0.001 0.016 Page 5 of 24 Label Addit... PreDL[kst] POstDL[... LL[ksf] LL Type Residential F 1 0.04 LL-Reduce Snow 17 10.025 SL Page 6 of 24 Company IIIRI SA Designer Job Number A NEMETSCHEK COMPANY Model Name Mar 24, 2023 1:03 PM Checked By:_ Wood Material Properties I nhel Tvne nn+nhnoe Qneriee (,rode (gym Ci P-4 Alit Therm //1 nencrWffA 1 DF#1 Solid Sawn Visually ... Douglas Fir -Larch No.1 1 0.3 0.3 0.035 2 DF#2 Solid Sawn Visually ... Douglas Fir -Larch No.2 1 0.3 0.3 0.035 3 HF#2 Solid Sawn Visually ... Hem -Fir No.2 1 0.3 0.3 0.035 4 HF STUD Solid Sawn Visually ... 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 PSL SCL TruSJoiSt 2.OE_DF Paralla... na 1 0.3 0.3 0.035 8 LVL SCL TrusJoist 1.9E TimberStran... 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 6x12 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 nhel Ph fkcil F# rken Gv rkcil Pr rkeil F rkcil Pnri rkcil Tvne (:G 1 I 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 1 e+6 1 e+6 visually ... Deck Loads I eL.el Turn \AMv Qelf W+ rkofl Q..- nl rk.fl r`nn.+ nl rkofl r`-+ I I n-fl 1 None 2.917e-6 0 0 0 2 Joist Floor 0.002 0.01 0 0601- 3 ExistingRoof 0.001 0.016 0 0 4 Rafter Roof 0.001 0.012 0 0 5 Truss Roof 0.001 0.016 0 0 Uniform Area Loads Combinations I ehel Qnl ('e+ Ge ('n+ Ge (`e+ Ge (`e+ Ge (`e+ Gen+ (`e+ Gen+ (`e+ Gen+ (`n+ Gen+ (`n+ Gen+ (`e+ Gen+ RISAFloor Version 17.0.0.4 [CA ... \... \... \... \2300\23006 Sanchez Addition\CALCS\SANCHEZ.rfl] Page 3 Page 7 of 24 Loads: DL PreComp - PreComposite Dead Load Results for LC 1. Service Dead ROOF KEY PLAN Page 8 of 24 Company IIIRI SA Designer Job Number A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: ROOF Mar 24, 2023 12:59 PM Checked By:_ Label Size EXDli... Material Bendina C... Locfftl LC Defl Check Locrftl Cat Shear Check Locfftl LC 1 H1 4X8 No DF#2 0.156 3.125 3 0.068 3.125 DL+LL 0.098 6.25 3 2 H2 4X8 No DF#2 0.072 2.125 3 0.036 0 DL 0.066 4.25 3 3 H3 4X8 No DF#2 0.02 1.125 3 0.036 0 DL 0.035 2.25 3 4 H4 4X8 No DF#2 0.13 3.125 3 0.056 3.125 DL+LL 0.081 6.25 3 5 H5 4X8 No DF#2 0.022 1.641 3 0.036 0 DL 0.033 2.917 3 6 B6 3.5X9FS No 24F-1.8... 0.719 3.201 3 0.461 3.424 DL+LL 0.461 0 3 7 B7 4X8 No DF#2 0.282 2.448 3 0.096 2.448 DL+LL 0.226 4.896 3 8 B8 4X8 No DF#2 0.799 2.224 3 0.241 2.383 DL+LL 0.45 0 3 9 B9 3.5X9FS No 24F-1.8... 0.601 6.813 3 0.817 6.813 DL+LL 0.293 13.625 3 10 B10 4X8 No DF#2 0.249 1.586 3 0.063 1.734 DL+LL 0.248 0 3 11 R33 1.75X7.25FS Yes LVL 0.755 9.75 3 0.985 9.75 DL+LL 0.067 19.5 3 12 R38 2X8 No DF#2 0.115 2.906 3 0.048 2.906 DL+LL 0.08 5.813 3 RISAFIoor Version 17.0.0.4 [CA ... \... \... \... \2300\23006 Sanchez Addition\CALCS\SANCHEZ.rfl] Page 2 Page 9 of 24 Loads: DL PreComp - PreComposite Dead Load Results for LC 1. Service Dead MAIN FLOOR KEY PLAN Page 10 of 24 Company RISA Designer IIIJob Number Model Name Beam Code Summary for Wood: MAIN FLOOR Mar 24, 2023 12:51 PM Checked By:_ Label Size Expli... Material Bendino C... Locrftl LC Defl Check Locrftl Cat Shear Check Locrftl LC 1 J49 2X10 No HF#2 0.075 1.958 2 0.036 0 DL 0.103 3.916 2 2 J62 2X10 No HF#2 0.041 1.458 2 0.036 0 DL 0.076 2.917 2 3 J81 2X10 No HF#2 0.051 1.625 2 0.036 0 DL 0.085 3.25 2 4 B41 2-2X10 Yes HF#2 0.248 2.083 2 0.056 2 LL 0.311 4 2 5 B42 4X8 No DF#2 0.095 0.408 3 0.036 0 DL 0.258 0 3 RISAFloor Version 17.0.0.4 [C:\... \... \... \... \2300\23006 Sanchez Add ition\CALCS\SANCHEZ.rfl] Page 1 Page 11 of 24 Loads: Envelope Results FOUNDATION KEY PLAN Page 12 of 24 Ross project: SANCHEZ ADDITION & REMODEL by: RR sheet #: Engineering Design Inc location: 1231 12TH AVE N, EDMONDS, WA 98020 date: 3/24/2023 client: THE LEREN COMPANY job #: 23006 Footings Allowable Bearing = 1500 psf Max Base Footing St Loc [ft] End Loc [ft] Length [ft] Reaction[k] Label Top Floor F1 61.667,57.083 65.583,57.083 3.9 2.68 F1 FOUNDATION F2 65.583,57.083 65.583,39.583 17.5 9.90 F2 FOUNDATION F3 65.583,39.583 65.583,35.583 4.0 3.14 F3 FOUNDATION F4 65.583,35.583 65.583,31.771 3.8 2.22 F4 FOUNDATION F5 65.583,31.77161.667,31.771 3.9 2.13 F5 FOUNDATION F6 46.5,22.083 32.875,22.083 13.6 7.62 F6 FOUNDATION F7 32.875,22.083 32.875,25 2.9 2.48 F7 FOUNDATION F8 45.5,27.875 47.5,27.875 2.0 1.42 F8 FOUNDATION F99 32.875,25 32.875,27.5 2.5 1.89 F99 FOUNDATION EX F22 9.5,22.667 13.5,22.667 4.0 4.85 EX F22 FOUNDATION EX F24 17.151,22.667 21.151,22.667 4.0 5.97 EX F24 FOUNDATION EX F25 21.151,22.667 25.151,22.667 4.0 4.11 EX F25 FOUNDATION EX F27 11.5,22.667 11.5,24.667 2.0 0.87 EX F27 FOUNDATION Bottom Floor Start Point End Point Material Type Material Set Footing Width (in) Result (psf) Check Base N1 N2 Concrete Conc2500NV\ 16 513 OK Base N2 N3 Concrete Conc2500NV\ 16 424 OK Base N3 N4 Concrete Conc2500NV\ 16 589 OK Base N4 N5 Concrete Conc2500NV\ 16 437 OK Base N5 N6 Concrete Conc2500NV\ 16 407 OK Base N7 N8 Concrete Conc2500NV\ 16 420 OK Base N8 N9 Concrete Conc2500NV\ 16 637 OK Base N 10 N 11 Concrete Conc2500NV\ 24 355 OK Base N9 N40 Concrete Conc2500NV\ 16 566 OK Base N23 N24 Concrete Conc2500NV\ 16 910 OK Base N25 N26 Concrete Conc2500NV\ 16 1119 OK Base N26 N27 Concrete Conc2500NV\ 16 771 OK Base N29 N30 Concrete Conc2500NV\ 16 327 OK Page 13 of 24 Ross project: SANCHEZ ADDITION & REMODEL by: RR sheet #: Engineering location: 1231 12TH AVE N, EDMONDS, WA 98020 date: 3/24/2023 Design client: THE LEREN COMPANY job #: 23006 Inc Lateral Design Page 14 of 24 Ross Engineering Design Inc project: SANCHEZ ADDITION & REMODEL by: RR sheet #: location: 1231 12TH AVE N, EDMONDS, WA 98020 date: 3/24/2023 client: THE LEREN COMPANY job #: 23006 ASCE 7-16 Seismic Design Parameters Risk Category: II ASCE Table 1.5-1 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 = 47.820 degrees Recommendation & Longitude =-122.360 degrees https://earthquake.usgs.gov/ws/designmaps/asce7-16.'son?latitude=47.820&longitude=-122.360&riskCategory=l I&siteClass=D&title=Example Mapped spectral response acceleration Ss= 1.29 g site -specific S1= 0.456 g site -specific Fa = 1.00 ASCE Table 11.4-1 Fv= 1.84 ASCE Table 11.4-2 Maximum spectral response acceleration ASCE 11.4.4 Sms = FaSs = 1.29 g SM1= FvS1= 0.841 g Design spectral response acceleration ASCE 11.4.5 SDs = (2/3) Sms = 0.861 g SD1= (2/3) Sm1 = 0.561 g Seismic Design Category: Based on SDs = D ASCE Table 11.6-1 Based on SD1= D ASCE Table 11.6-2 Controlling Category = D Building Period: Structure Type = 4 0 1- Steel moment resisting frame ASCE 12.8.2.1 Building Height hn = 8 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 = 0.10 seconds Response Coefficient: R = 6.50 ASCE Table 12.2-1 no = 2.50 Cs = SDs/(R/IE) = 0.133 ASCE 12.8.1.1 CS(max) = SD1/(RTa/IE) = 0.907 CS(min) = 0.038 Controlling Cs = 0.133 Seismic Design Force: V = CSW = 0.133 W (ult) ASCE 12.8.1 V = CsW/1.4 = 0.095 W (asd ) rho = 1.0 Base Shear = 6.6 Kips 3/24/2023 Page 15 of 24 Ross Engineering Design Inc project: SANCHEZ ADDITION & REMODEL by: RR sheet #: location: 1231 12TH AVE N, EDMONDS, WA 98020 date: 3/24/2023 client: THE LEREN COMPANY job #: 23006 Seismic Story Shear Story Weights Level 1 Roof 13.0 psf 2400 sq ft 31.2 Exterior Wall Above 0 plf 0 ft 0.0 Exterior Wall 40 plf 248 ft 9.9 Interior Wall Above 0.0 psf 0 sq ft 0.0 Interior Wall 5.0 psf 1800 sq ft 9.0 Low Roof 0.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 50.1 k Story Shear CS = 0.133 (ult ) Height Weight Ve Level hx (ft) wx (k) hXwX Fx (k) 1 8.00 50.1 401 6.64 Total = Vtotal = Cs x Y-wx Fx = Vtotal x hxwx Y-hxwx Diaphragm Shear 50.1 401 6.64 Base Shear V = 6.64 k 6.64 k SDS = 0.861 IE = 1.00 Weight Story Shear Dia. Shear Max Fpx Min Fpx Controlling Level wi (k) Sw; F; (k) SF; Fpx (k) (k) (k) Fpx (k) 1 50.1 50.1 6.64 6.64 6.64 17.27 8.63 8.63 Max Fpx =0.40xIpxSDSxW; = 0.34 x w; Min Fpx =0.20xIpxSDSxW; = 0.17 x w; Page 16 of 24 Ross Engineering Design Inc project: SANCHEZ ADDITION & REMODEL by: RR sheet #: location: 1231 12TH AVE N, EDMONDS, WA98020 date: 3/24/2023 client: THE LEREN COMPANY job #: 23006 ASCE 7-16 Wind Design Parameters Risk Category 11 Design Wind Speed V 95 mph Exposure Category B Enclosure Classification Enclosed K,t Topographic Factor 1.5 Kd Directionality Factor 0.85 Ground Elevation = 0-1000 ft Wind Loads, Components and Cladding ASCE 7-16 Section 30.3, h<60ft Height h, z 8 ft Roof Slope = 7 Degrees Slope Reduction Factor = 0.9 Applied to GCp; Velocity Pressure Coefficient a 7 z 30 zg 1200 Kh,Z = 2.01(z/zg)2/a = 0.70 Velocity Pressure Ke = 1 qz,h = 0.0026KzKztKdKeV2= 20.6 psf GCp; Internal Pressure Coeffecient 0.18 +/- Design Wind Pressure p = gz,h(GCp - GCp;) psf Area Zone 4, 5 Zone 4 Zone 5 Zone 4, 5 Zone 4 Zone 5 Gcpi (+) Gcpi (-) Gcpi (-) p inward p outward p outward 10 0.900 -0.990 -1.260 22.3 -24.1 -29.7 20 0.852 -0.942 -1.164 21.3 -23.2 -27.7 50 0.789 -0.879 -1.038 20.0 -21.9 -25.1 100 0.741 -0.831 -0.942 19.0 -20.9 -23.2 150 0.713 -0.803 -0.886 18.4 -20.3 -22.0 200 0.693 -0.783 -0.846 18.0 -19.9 -21.2 300 0.665 -0.755 -0.791 17.4 -19.3 -20.0 500 0.630 -0.720 -0.720 16.7 -18.6 -18.6 IBC Table 1604.5 Figure 26.5-1 Section 26.7 Section 26.12 Figure 26.8-1 Table 26.6-1 Table 26.9-1 Section 26.10.1 Equation 26.10-1 Table 26.13-1 Figure 30.3-1 Page 17 of 24 Ross Engineering Design Inc project: SANCHEZ ADDITION & REMODEL by: RR sheet #: location: 1231 12TH AVE N, EDMONDS, WA 98020 date: 3/24/2023 client: THE LEREN COMPANY job #: 23006 Wind Loads Main Wind Force Resisting System ASCE 7 - Chapter 28 Part II Wind Criteria Risk Category: 11 Basic Wind Speed (V) (ult) = 95 mph Exposure = B k = 1.00 KZt = 1.50 Roof Angle = 7 deg Average Roof Height = 11 ft Plate Height (H) = 8 ft Least Horiz Dimension (L) = 58 ft 0.10L = 5.8 ft 0.4(H) 5 ft a min = max of 3ft or 0.04L = 3 ft a = 5 ft 2a = 10.0 ft Simplified Design Wind Pressure Load Case 1 Load Case 2 IMinimurn lControlling Zone I P,30 (psf) I P5 (psf) P,30 (psf) Ps (Psf) I P, (psf) I P, (psf) A 14.3 21.5 0.0 0.0 16.0 21.5 B -7.4 -11.1 0.0 0.0 8.0 8.0 C 9.5 14.3 0.0 0.0 16.0 16.0 D -4.4 -6.6 0.0 0.0 8.0 8.0 E -17.2 -25.8 0.0 0.0 --- ---- F -9.8 -14.7 0.0 0.0 --- ---- G -12.0 -18.0 0.0 0.0 --- ---- H -7.6 -11.4 0.0 0.0 --- ---- EoH -24.1 -36.2 0.0 0.0 --- ---- G u -18.8 -28.2 0.0 0.0 --- ---- 3/24/2023 Page 18 of 24 Ross Engineering Design Inc project: SANCHEZ ADDITION & REMODEL by: RR sheet #: location: 1231 12TH AVE N, EDMONDS, WA 98020 date: 3/24/2023 client: THE LEREN COMPANY job #: 23006 Wind Story Shear FRONT TO BACK Zone A Zone B 21.45 ps (psf) 8 Ps (psf) Level Area (ft2) Area (ft2) Zone C Zone D 16 ps (psf) 8 ps (psf) Area (ft2) Area (ft2) V,,(K) 1 100 25 248 71 6.88 SIDE TO SIDE Level Zone A 21.45 ps (psf) Area (ft2) Zone B 8 P, (psf) Area (ft2) Zone C 16 ps (psf) Area (ft2) Zone D 8 PS (psf) Area (ft2) VW (K) 1 82 28 194 56 5.53 B 28 A31 D 56 I C 194 A51 3/24/2023 Page 19 of 24 Ross Engineering Design Inc project: SANCHEZ ADDITION & REMODEL by: RR sheet #: location: 1231 12TH AVE N, EDMONDS, WA 98020 date: 3/24/2023 client: THE LEREN COMPANY job #: 23006 Story Shear Summary FRONT TO BACK Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 1 6.64 6.64 6.88 6.88 SIDE TO SIDE Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 1 6.64 6.64 5.53 5.53 3/24/2023 Page 20 of 24 Ross Engineering Design Inc project: SANCHEZ ADDITION & REMODEL by: RR sheet #: location: 1231 12TH AVE N, EDMONDS, WA98020 date: 3/24/2023 client: THE LEREN COMPANY job #: 23006 Roof Diaphragm and Chord Design Unblocked Diaphragm Allowable Shear per NDS Table 4.213 (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 8.63 52 < 177 OK 58.0 Wind 6.88 36 < 246 OK SIDE TO SIDE Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 8.63 46 < 177 OK 66.0 Wind 5.53 25 < 246 OK Check Tyical Chord For Maximum Force Vmax (uIt) = 6.04 k (asd) Diaphragm Width = 66.0 ft Diaphragm Depth = 58.0 ft Plate Size 2x6 Ft allow = 525 psi Chord Splice Capacity = (16) 16d nails = 16 x 122 lb x 1.6 = M = 49.86 kft T = M/D = 860 lb At = 8.25 Tallow = Ft allow x At x Cd = 6930 lb > 3123.2 lb > T OK 860 OK Page 21 of 24 Ross Engineering Design Inc project: SANCHEZ ADDITION & REMODEL by: RR sheet #: location: 1231 12TH AVE N, EDMONDS, WA98020 date: 3/24/2023 client: THE LEREN COMPANY job #: 23006 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 22 of 24 Ross Engineering Design Inc project: SANCHEZ ADDITION & REMODEL by: RR sheet #: location: 1231 12TH AVE N, EDMONDS, WA 98020 date: 3/24/2023 client: THE LEREN COMPANY job #: 23006 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 5/8" 48 344 2x 16d 6 390 150 2 LTP4 24 288 2x 5/8" 48 344 2x 16d 6 390 288 3 LTP4 18 383 2x 5/8" 32 516 2x 16d 4 586 383 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 23 of 24 Ross Engineering Design Inc project: SANCHEZ ADDITION & REMODEL by: RR sheet #: location: 1231 12TH AVE N, EDMONDS, WA 98020 date: 3/24/2023 client: THE LEREN COMPANY job #: 23006 Shear Wall Braced Lines FRONT TO BACK Tributary (%) Level Label 1 TOTAL 30 SHEARWALL DESIGN Ve = Accumulated seismic shear on Braced Line (k) VW = Accumulated wind shear on Braced Line (k) Ltot = Total shear panel length in Braced Line (ft) H = Plate height (ft) Lsw = Length of design shear panel for overturning (ft) L1, 2, 3 = Length of shear panels between openings in a perforated shear wall (ft) Hopg = Height of opening in a perforated wall (ft) Co = Reduction factor for a perforated shear wall Ratio = Height -length aspect ratio of a shear segment 2L/H = Aspect ratio reduction factor Seg. = Segmental Shear Wall per SPDWS 4.3.5.1 Force = Force Transfer Shear Wall per SPDWS 4.3.5.2 Perf. = Segmental Shear Wall per SPDWS 4.3.5.3 V SIDE TO SIDE Label Tributary (%) Level 1 TOTAL 50 ve= Design seismic shear on the design panel (plf) vw = Design wind shear on the design panel (plf) ve a = Allowable seismic shear of the design panel (plf) vw a = Allowable wind shear of the design panel (plf) Tr = Tributary roof/floor (ft) La = Adjacent wall length (ft) Ta = Adjacent tributary roof/floor (ft) P1 = Design panel weight (lb) P2 = Adjacent wall weight (lb) T = Overturning tension (lb) C = Overturning compression (lb) 3/24/2023 Doss Engineering Design Inc project: SANCHEZ ADDITION & REMODEL by: RR sheet #: location: 1231 12TH AVE N, EDMONDS, WA 98020 date: 3/24/2023 client: THE LEREN COMPANY job #: 23006 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 E 1.99 2.06 7.5 8.00 Perf. 13.5 4.5 3 4 0.80 2.67 0.75 3 186 212 165 297 1 4 1 753 223 0 0 227 134 NOT REQ'D LEVEL GRID 1.99 1 Ve 2.06 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 3.32 2.77 10.5 8.00 Seg. 4 1.00 2.00 1.00 2 221 242 158 288 1 4 1 223 223 0 0 1436 930 HDU4 3.32 2.77