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REVIEWED BLD-BLD2021-1362+Structural_Calculations+10.4.2021_4.14.12_PM+2443814Page 1 of 23 Ross Engineering Design Inc Watkins and Tollefson ADU STRUCTURAL CALCULATIONS IN ACCORDANCE WITH THE 2018 IBC 633 Walnut Street, Edmonds, WA 98020 Job Number 21034 ELECTRONIC COPY ORIGINAL ON FILE AT ROSS ENGINEERING DESIGN For LCI, Inc Ross Engineering Design, Inc 425-314-2373 ryan.ross@rossengineer.com Page 2 of 23 Ross project: Watkins and Tollefson ADU by: AA sheet #: Engineering location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 Design client: LCI, Inc job #: 21034 Inc Gravity Design Page 3 of 23 F1 F2 F3 F4 F5 F6 l�L LL r C LL F31 F32 m LL N F36 F35 ro LL F44 LL LL F16 F15 F14 F13 F12 F20 F19 F13 F42 F43 F45 F125 F46 F48 F47 F49 Loads: Envelop Results FOUNDATION KEY PLAN 21034.rfl EL: Page 4 of 23 H1 H2 + H3 H4 Bn on Co Of H6 B18 ML ■ J23 J46 J45 H10 H9 , H8 , H7 J44 H11 M J43 rn N rn B48 m N D m J42 06 ~ J41 B31 ■ Loads: DL PreComp - PreComposite Dead Load Results for LC 1, Service Dead ROOF J40 0 N m J39 ■ J24 ■ N M m m M m N m ■ J26 ■ J38 J37 J36 N m N m J35 J34 ■ J27 ■ KEY PLAN 21034.rfl Page 5 of 23 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA98020 date: 8/2/2021 client: LCI, Inc job #: 21034 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 Roof Loads Dead Load Roofing Sheathing Insulation Sprinkler Ceiling Lights Trusses Mechanical Solar Total On Sheathing 3.50 psf 1.50 0.50 5.50 psf On Truss/Rafter 3.50 psf 1.50 1.00 2.50 0.50 1.00 14.00 psf On Beam/Girder 3.50 psf 1.50 1.00 2.50 0.50 4.00 1.00 18.00 psf Snow Load Ground Snow Load Pg = Pg = 20 Minimum Roof Snow Load = 25 Exposure Factor Ce = Ce = 1.0 Thermal Factor Ct = Ct = 1.0 Slope Factor Cs = Cs = 1.0 Design Roof Snow Load Ps = Ps = 14 25 psf psf Min. w/ Uplift 2.00 psf 1.00 1.00 r M 6.00 psf For Lateral 3.50 psf 1.50 0.7CeCtCslsPg psf = psf minumum roof snow load controls 2.50 0.50 4.00 1.00 13.00 psf Page 6 of 23 Ross project: Watkins and Tollefson ADU by: AA sheet #: Engineering location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 Design client: LCI, Inc job #: 21034 Inc DECK TYPES AREA LOADS DECK TYPE AND AREA LOAD MAPS Decx Tya& Truss Roof if EXSHIoi Deck Label Two W... Self Wt... Super DL [ksf] Truss Roof D.D17 Exterior Deck D.DD2 �E-,q Laad Residential Bel C3ny Snuw Label Additive PreDL[... PostDL... LL[ksf] LLType Balcony ❑ D.06 LL-Reduce Snow Ci D.D25 SL Page 7 of 23 Company Aug 2, 2021 PM IIIRISA JobNuDesigner Checked ke Job Number Checked By:___ A NEMETSCHEK COMPANY Model Name Wood Material Properties I hd True r)nfnknee Cneri= r:rnrle Cm Gmnrl Aln Thnrm rlenerkff 1 DF#1 Solid Sa.. Visually Graded Douglas Fir -Larch No.1 1 0.3 0.3 0.035 2 DF#2 Solid Sa.. Visually Graded Douglas Fir -Larch No.2 1 0.3 0.3 0.035 3 HF#2 Solid Sa.. Visually Graded Hem -Fir No.2 1 0.3 0.3 0.035 4 HF STUD Solid Sa.. Visually Graded Hem -Fir Stud 1 0.3 0.3 0.035 5 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E DF BAL na 1 0.3 0.3 0.035 6 24F-1.8E DF Unbalan... Glulam NDS Table 5A 24F-1.8E DF UNBAL na 1 0.3 0.3 0.035 7 PARALLAM SCL TrusJoist 2.0E DF Parallam PSL na 1 0.3 0.3 0.035 8 LVL SCL TrusJoist 1.9E TimberStrand LSL 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 ohel Ph W.R Ff rlrcil Fv ne.il G• rlrcil F M4 it POr rlrcil Tvnn r`F 1 LVL PRL 1.5E 2250F 2.25 1.5 0.22 1.95 1500 1005 SCL 2 LVL PRL 2.0E 290OF 2.9 01.9 0.285 2.75 2000 1340 SCL 3 LVL Microllam 1.9E 260OF 2.6 1.555 0.285 2.51 1900 1273 SCL 4 PSL Parallam 2.0E 290OF 2.9 2.025 0.29 2.9 2000 1340 SCL 5 1 PSL Parallam 1.8E 2.4 1.755 0.18 2.5 1800 1206 SCL 6 LSL TimberStrand_1.55E_2325F 2.325 1.07 0.31 2.05 1550 1038.5 SCL 7 LSL TinberStrand_1.3E_170OF 1.7 1.075 0.4 1.4 1300 871 SCL 8 King Beam 3 2 0.3 1.8 2300 1541 Usually... 9 PT 4x Post 0.68 0.42 0.12 1.04 1235 447 Usually... 10 PT 6x Post 0.46 0.3 0.112 0.46 1045 380 Usually... 11 PT 10" 0.748 0.42 0.12 1.04 1235 447 Usually... 12 PT 12" 0.68 0.42 0.12 1.04 1235 447 Visually... 13 PT 6x12 max 0.54 0.28 0.112 0.4 1045 380 Usually... 14 PT 6x16 max 0.525 0.28 0.112 0.4 1045 380 Usually... 15 RIGID 1000 1000 1000 1000 1e+6 1e+6 Usually... Deck General Properties I ohol AAA+-inl Tine rlonlr I I n hro nM rffl KA-Qn nrm 1 None Wood Deck 0 in 50 50 2 Truss Roof Wood Deck 0.5 in 50 50 3 Exterior Deck Wood Deck 1.5 in 50 50 Deck Loads I �hcl Teen IAhv Self%A/f &efl Snncr rll rlrefl Cnnef rll &efl Cnnef I I rlrefl 1 None 2.917e-6 0 0 0 2 Truss Roof 0.001 0.017 0 0 3 Exterior Deck 0.004 0.002 0 0 RISAFloor Version 15.0.4 [CA ... 1... 1... \Ross Engineering Design12100121034 Watkins and Tolleson ADU_LCIICALCS121034.rfl] Page 1 Page 8 of 23 Company Aug 2, 2021 PM 111RISA JobNuDesigner Checked ke Job Number Checked By: A NEMETSCHEK COMPANY Model Name Design Deflection Parameters I hd n1 rloflrinl n1 R.+in I I neflnl I I Rn+n ni +11 naflnnl n1 4.11 R r'n+cnnry neflrinl Rn+in r`n+cmni ncflnnl Rnfin 1 GENERAL 360 360 1 240 SL 360 None 360 2 2x4 360 360 41Fm 240 SL 360 None 360 3 2x6 360 360 240 SL 360 None 360 4 2x8 360 360 240 SL 360 None 360 5 2x10 360 360 240 SL 360 None 360 6 2x12 360 360 240 SL 360 None 360 7 410 360 360 240 SL 360 None 360 8 HEADER 360 360 1 240 SL 360 None 360 9 3x GLULAM 360 360 1 240 SL 360 None 360 10 5x GLULAM 360 360 1 240 SL 360 None 360 11 6x GLULAM 360 360 1 240 SL 360 None 360 12 SCL BEAM 360 360 1 240 SL 360 None 360 13 SCL FLUSH BEAM 360 360 1 240 SL 360 None 360 14 TRUSS 1000 1000 1000 SL 1000 None 360 15 1 JOIST 360 480 240 SL 360 None 360 16 EXIST 1000 1000 1000 SL 1000 None 17 14 SCL FLUSH 360 360 1 240 SL 360 None 360 18 14 1 JOIST 360 480 240 SL 360 None 360 Uniform Area Loads Label Additive PreDL ks PostD L lk sfl LL[ksfl ILL Type VL[ksfl D n Load ks 1 None I LL-Reduce 2 Balcony 0.06 LL-Reduce 3 Snow 0.025 SL Combinations Label Solve Cate... Fac...Cate... Fac... Cate ... Fac... Cate ... Fac...Cate... Factor Cate... Factor Cate... Factor Cate... Factor Cate... Factor Cate... Facto 1 Service Dead Yesl DL 1 2 Service Dead + Live Yes DL 1 ILL 1 3 Service D+ S Yes DL 1 SL 1 4 Service D + L + S Yes DL 1 ILL 0.751 SL 0.75 Combination Design I ahel AR IF cn Sarvira HntRnIL-.H r.nki Fnrme Wmrl Wand Prnrl Cnncrata Masnnry r.nnnactinn 1 Service Dead 0.9 Yes Yes Yes Yes Yes Yes Yes Yes 2 Service Dead + Live Yes Yes Yes Yes Yes Yes Yes Yes 3 Service D + S 1.15 Yes Yes Yes Yes Yes Yes Yes Yes 4 Service D + L + S 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Beam Code Summary for Wood: FOUNDATION Label Size Explicit Material Bending C... Loc $ LC DO Check Loc ft Cat Shear Check Loc ft LC F7 No Data to Print ... RISAFloor Version 15.0.4 [C:1... 1... 1... \Ross Engineering Design12100121034 Watkins and Tolleson AD U_LCIICALCS121034.rfl] Page 2 Page 9 of 23 Company Aug 2, 2021 PM IIIRISA JobNuDesigner Checked ke Job Number Checked By:___ A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: MAIN FLOOR Label Size Ex icit Material Bending C... Loc ft LC Defl Check Loc ft Cat Shear Check Lodft LC No Data to Print... Beam Code Summary for Wood: ROOF Label Size Ex icit Material Bending C... Loc 8 LC Defl Check Loc 8 Cat Shear Check Loc ft LC 1 H1 4X8 No DF#2 0.015 1.25 3 0.036 0 DL 0.023 2.5 3 2 H2 4X8 No DF#2 0.015 1.25 3 0.036 0 DL 0.023 2.5 3 3 H3 4X8 No DF#2 0.138 1.25 3 0.036 0 DL 0.217 2.5 3 4 H4 4X8 No DF#2 0.088 1 3 0.036 0 DL 0.173 2 3 5 H5 4X8 No DF#2 0.01 3 1 0.036 0 DL 0.007 6 1 6 H6 4X8 No DF#2 0.089 1.5 3 0.036 0 DL 0.116 3 3 7 H7 4X8 No DF#2 0.161 1.312 3 0.036 0 DL 0.241 2.625 3 8 H8 4X8 No DF#2 0.177 1.375 3 0.036 0 DL 0.252 2.75 3 9 H9 4X8 No DF#2 0.161 1.312 3 0.036 0 DL 0.241 2.625 3 10 H10 4X8 No DF#2 0.211 1.5 3 0.044 1.5 DL+LL 0.275 3 3 11 H11 4X8 No DF#2 0.01 3 1 0.036 0 DL 0.007 6 1 12 H12 4X8 No DF#2 0.112 1.51 3 0.036 0 DL 0.145 3.021 3 13 H14 4X8 No DF#2 0.306 2.5 3 0.106 2.5 DL+LL 0.24 5 3 14 H15 4X8 No DF#2 0.11 1.5 3 0.036 0 DL 0.144 3 3 15 TRUSS16 NotDesi ned No HF#2 No Calc 0 0 N/A No Calc 16 B17 4X8 No DF#2 0.326 2.874 3 0.13 2.874 DL+LL 0.222 5.748 3 17 B18 4X8 No DF#2 0.326 2.874 3 0.13 2.874 DL+LL 0.222 5.748 3 18 B19 4X10 No PT 10 0.763 5.521 2 0.479 5.521 LL 0.361 11.042 2 19 B20 4X8 No PT 10 0.211 2.256 2 0.078 2.305 LL 0.178 0 2 20 B21 4X8 No PT 10 0.787 3.771 2 0.474 3.771 LL 0.428 7.542 2 21 B22 4X8 No PT 10 0.787 3.771 2 0.474 3.771 LL 0.428 7.542 2 22 J23 2X8 No PT 10 0.147 2.5 2 0.053 2.5 LL 0.13 5 2 23 J24 2X8 No PT 10 0.562 2.083 2 0.199 2.396 LL 0.466 0 2 24 S25 2X12 No PT 12 0.07 2.432 2 0.036 0 DL 0.075 4.865 2 25 J26 2X8 No PT 10 0.866 4.399 2 0.449 3.928 LL 0.605 7.542 2 26 J27 2X8 No PT 10 0.349 3.771 2 0.186 3.771 LL 0.201 7.542 2 27 S28 2X12 No PT 12 0.07 2.432 2 0.036 0 DL 0.075 4.865 2 28 TRUSS29 NotDesi ned No HF#2 No Calc 0 0 N/A No Calc 29 TRUSS30 NotlDesicined No HF#2 No Calc 0 0 N/A No Calc 30 B31 3.5X9FS No 24F-1.8E.. 0.421 9.365 3 0.776 9.365 DL+LL 0.147 18.7291 3 31 S32 2X12 No PT 12 0.112 2.432 2 0.036 0 DL 0.136 4.865 2 32 S33 2X12 No PT 12 0.112 2.432 2 0.036 0 DL 0.136 4.865 2 33 J34 2X8 No PT 10 0.584 3.771 2 0.371 3.771 LL 0.381 7.542 2 34 J35 2X8 No PT 10 0.584 3.771 2 0.371 3.771 LL 0.381 7.542 2 35 J36 2X8 No PT 10 0.584 3.771 2 0.371 3.771 LL 0.381 7.542 2 36 J37 2X8 No PT 10 0.584 3.771 2 0.371 3.771 LL 0.381 7.542 2 37 J38 2X8 No PT 10 0.584 3.771 2 0.371 3.771 LL 0.381 7.542 2 38 J39 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 39 J40 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 40 J41 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 41 J42 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 42 J43 2X8 No PT 10 0.244 2 0.106 2.5 LL 0.247 5 2 43 J44 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 RISAFloor Version 15.0.4 [CA ... 1... 1... Ross Engineering Design12100121034 Watkins and Tolleson ADU_LCIICALCS121034.rfl] Page 3 Page 10 of 23 Company Aug 2, 2021 PM IIIRISA JobNuDesigner Checked ke Job Number Checked By: A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: ROOF (Continued) I nh.1 Qi- P-ii'& hAnfcriol P-rlinn f I nrfffl I r n.fi Ch-L, I nrr$1 !'.f Qhmr Chcr4 I nrfffl I C 44 J45 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 45 J46 2X8 No PT 10 0.244 2.5 2 0.106 2.5 LL 0.247 5 2 46 B46 4X6 Yes DF#1 0.234 0 3 0.048 1.33 DL+LL 0.194 0 3 47 B47 4X6 Yes DF#1 0.219 0 3 0.045 1.33 DL+LL 0.18 0 3 48 B48 4X6 Yes DF#2 0.244 3.917 3 0.174 3.917 DL+LLl 0.092 7.833 3 Wood Column Code Checks Qf wlr I iff Qhnro r nrfe Ch Gla,Affl 1 C Qhnnr Ch Flevrffl rlir I C Pr, r4cl Gf' rlrcil Phi, rlreil Gh y rlrcil P%' Rml Fnn 1 P5 1 2-2X6 0.381 10 3 0 10 z 4 0.552 0.46 1 0.772 0.893 0.172 3.6.3 2 P6 1 2-2X6 0.089 10 3 0 10 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 3 P7 1 2-2X6 0.089 10 3 0 10 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 4 P8 1 2-2X6 0.089 10 3 0 10 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 5 P9 1 2-2X6 0.089 10 3 0 10 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 6 P10 1 2-2X6 0.193 10 3 0 10 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 7 P11 1 2-2X6 0.193 10 3 0 10 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 8 P12 1 2-2X6 0.381 10 3 0 10 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 9 P14 1 2-2X6 0.151 10 3 0 10 z 4 0.552 0.46 0.772 0.893 0.172 3.6.3 10 P15 1 2-2X6 0.05 10 2 0 10 z 4 0.48 0.4 0.672 0.776 0.15 3.6.3 11 P16 1 4X4 0.232 10 3 0 10 z 4 0.363 0.724 1.173 1.173 0.138 3.6.3 12 P 17 1 4X4 0.245 10 3 0 10 z 4 0.363 0.724 1.173 1.173 0.138 3.6.3 13 P18 1 4X4 0.245 10 2 0 10 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 14 P19 1 4X4 0.334 10 2 0 10 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 15 P20 1 4X4 0.148 10 2 0 10 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 16 P21 1 4X4 0.347 10 2 0 10 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 17 P22 1 4X4 0.27 10 2 0 10 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 18 P23 1 4X4 0.244 10 2 0 10 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 19 P24 1 4X4 0.244 10 2 0 10 z 4 0.359 0.63 1.02 1.02 0.12 3.6.3 20 P241 1 2-2X6 0.541 10 3 0 10 z 4 0.155 0.46 0.772 0.893 0.172 3.6.3 21 P25 1 4X6 0.269 10 3 0.022 10 v 3 0.981 0.86 1.339 1.413 0.207 3.9-3 22 P26 1 4X6 0.25 10 3 0.02 10 v 3 0.981 0.86 1.339 1.413 0.207 3.9-3 RISAFloor Version 15.0.4 [CA ... 1... 1... \Ross Engineering Design12100121034 Watkins and Tolleson ADU_LCIICALCS121034.rfl] Page Page 11 of 23 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Footings Allowable Bearing = Footing St Loc [ft] End Loc [ft] 1500 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 0,26.5 5,26.5 5.0 2.80 F1 FOUNDATION Base N1 N2 Concrete Conc250ONV\ 16 420 OK F2 5,26.5 10,26.5 5.0 2.78 F2 FOUNDATION Base N2 N3 Concrete Conc250ONV\ 16 417 OK F3 10,26.5 15,26.5 5.0 7.52 F3 FOUNDATION Base N3 N4 Concrete Conc2500MA 16 1128 OK F4 15,26.5 20,26.5 5.0 5.55 F4 FOUNDATION Base N4 N5 Concrete Conc2500MA 16 832 OK F5 20,26.5 25,26.5 5.0 5.53 F5 FOUNDATION Base N5 N6 Concrete Conc250ONV\ 16 829 OK F6 25,26.5 31,26.5 6.0 6.49 F6 FOUNDATION Base N6 N7 Concrete Conc250ONV\ 16 811 OK F7 31,26.5 31,21.5 5.0 4.16 F7 FOUNDATION Base N7 N8 Concrete Conc250ONV\ 16 624 OK F11 31,5.921 31,1.5 4.4 3.90 F11 FOUNDATION Base N11 N12 Concrete Conc2500MA 16 661 OK F12 31,1.5 27,1.5 4.0 4.09 F12 FOUNDATION Base N12 N13 Concrete Conc250ONV\ 16 766 OK F13 27,1.5 24.016,1.5 3.0 3.13 F13 FOUNDATION Base N13 N14 Concrete Conc250ONV\ 16 787 OK F14 24.016,1.5 20.421,1.5 3.6 4.67 F14 FOUNDATION Base N14 N15 Concrete Conc250ONV\ 16 975 OK F15 20.421,1.5 16.578,1.5 3.8 5.22 F15 FOUNDATION Base N15 N16 Concrete Conc250ONV\ 16 1019 OK F16 16.578,1.5 12.5,1.5 3.1 5.43 F16 FOUNDATION Base N16 N17 Concrete Conc2500MA 16 1314 OK F17 12.5,1.5 12.5,0 2.5 3.01 F17 FOUNDATION Base N17 N18 Concrete Conc2500MA 16 904 OK F18 12.5,0 8.772,0 3.7 2.25 F18 FOUNDATION Base N18 N19 Concrete Conc2500MA 16 452 OK F19 8.772,0 3.772,0 5.0 2.41 F19 FOUNDATION Base N19 N20 Concrete Conc250ONV\ 16 361 OK F20 3.772,0 0,0 3.8 2.26 F20 FOUNDATION Base N20 N21 Concrete Conc250ONV\ 16 450 OK F21 0,0 0,5.921 5.9 5.85 F21 FOUNDATION Base N21 N22 Concrete Conc250ONV\ 16 740 0K F22 0,5.921 0,11.5 5.6 6.04 F22 FOUNDATION Base N22 N23 Concrete Conc250ONV\ 16 811 OK F23 0,11.5 0,16.5 5.0 5.55 F23 FOUNDATION Base N23 N24 Concrete Conc250ONV\ 16 833 OK F24 0,16.5 0,21.5 5.0 5.57 F24 FOUNDATION Base N24 N25 Concrete Conc2500MA 16 836 OK F25 0,21.5 0,26.5 5.0 5.14 F25 FOUNDATION Base N25 N1 Concrete Conc2500MA 16 770 OK F31 31,18 34.25,18 3.3 2.43 F31 FOUNDATION Base N32 N33 Concrete Conc2500NV\ 16 561 OK F32 34.25,18 37.5,18 3.3 2.88 F32 FOUNDATION Base N33 N34 Concrete Conc250ONV\ 16 663 OK F33 37.5,18 37.5,13.25 4.8 3.20 F33 FOUNDATION Base N34 N35 Concrete Conc250ONV\ 16 505 OK F34 37.5,13.25 37.5,8.5 4.8 3.19 F34 FOUNDATION Base N35 N36 Concrete Conc250ONV\ 16 504 OK F35 37.5,8.5 34.25,8.5 3.3 2.65 F35 FOUNDATION Base N36 N37 Concrete Conc250ONV\ 16 612 OK F36 34.25,8.5 31,8.5 3.3 2.64 F36 FOUNDATION Base N37 N38 Concrete Conc250ONV\ 16 610 OK F42 11.271,-2.771 13.271,-2.771 2.0 2.62 F42 FOUNDATION Base N45 N46 Concrete Conc250ONV\ 24 656 OK F43 30,-2.771 32,-2.771 2.0 2.68 F43 FOUNDATION Base N47 N48 Concrete Conc2500MA 24 670 OK F44 37.248,5.09 39.248,5.09 2.0 2.11 F44 FOUNDATION Base N49 N50 Concrete Conc2500NV\ 24 527 OK F45 37.248,-5.952 39.248,-5.952 2.0 2.50 F45 FOUNDATION Base N51 N52 Concrete Conc250ONV\ 24 625 OK F46 37.248,-10.81739.248,-10.817 2.0 2.56 F46 FOUNDATION Base N53 N54 Concrete Conc250ONV\ 24 639 OK F47 37.248,-18.35839.248,-18.358 2.0 2.10 F47 FOUNDATION Base N55 N56 Concrete Conc250ONV\ 24 526 OK F48 44.789,-10.81746.789,-10.817 2.0 2.22 F48 FOUNDATION Base N57 N58 Concrete Conc250ONV\ 24 555 OK F49 44.789,-18.35846.789,-18.358 2.0 2.10 F49 FOUNDATION Base N59 N60 Concrete Conc2500NV\ 24 526 OK F125 42.248,-5.952 44.248,-5.952 2.0 1.68 F125 FOUNDATION Base N65 N66 Concrete Conc2500NV\ 24 421 OK F117 31,21.5 31,18 3.5 0.85 F117 FOUNDATION Base N8 N32 Concrete Conc2500NV\ 16 182 OK F118 31,5.921 31,8.5 2.6 0.62 F118 FOUNDATION Base N11 N38 Concrete Conc250ONV\ 16 180 OK Page 12 of 23 Ross project: Watkins and Tollefson ADU by: AA sheet #: Engineering location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 Design client: LCI, Inc job #: 21034 Inc Lateral Design Page 13 of 23 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: LCI, Inc job #: 21034 ASCE 7 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 = 47.81 degrees Recommendation & Longitude =-122.38 degrees https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=47.86&longitude=-122.22&riskCategory=II&siteClass=D&title=Example Mapped spectral response acceleration Ss= 1.27 g site -specific S1= 0.498 g site -specific Fa = 1.00 ASCE Table 11.4-1 Fv= 1.80 ASCE Table 11.4-2 Maximum spectral response acceleration ASCE 11.4.4 SMs = FaSs = 1.27 g SM1= FvS1= 0.897 g Design spectral response acceleration ASCE 11.4.5 Sos = (2/3) SMs = 0.846 g Sol = (2/3) SM1= 0.598 g Seismic Design Category: Based on SDS = D ASCE Table 11.6-1 Based on Spl = D ASCE Table 11.6-2 Controlling Category = D Building Period: Structure Type = 4 1- Steel moment resisting frame ASCE 12.8.2.1 Building Height hn = 9 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 Q0 = 2.50 Cs = Sps/(R/IE) = 0.130 ASCE 12.8.1.1 Cs(max) = SDi/(RTa/IE) = 0.886 CS(min) = 0.037 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 = 2.8 Kips 8/2/2021 Page 14 of 23 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Seismic Story Shear Story Weights Level 1 Roof 13.0 psf 856 sq ft 11.1 Exterior Wall Above 0 plf 0 ft 0.0 Exterior Wall 45 plf 128 ft 5.8 Interior Wall Above 0.0 psf 0 sq ft 0.0 Interior Wall 5.6 psf 856 sq ft 4.8 Low Roof 0.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 21.7 k Story Shear CS = 0.130 (ult ) Height Weight Ve Level hx (ft) wx (k) hXwX Fx (k) 1 9.00 21.7 195 2.82 Total = Vtotal = Cs x Y'wx Fx = Vtotal x hxwx Y-hxwx Diaphragm Shear SAS = 0.846 IC = 1.00 21.7 195 2.82 Base Shear V = 2.82 k 2.82 k Weight Story Shear Dia. Shear Max Fpx Min Fpx Controlling Level wi (k) Sw; Fi (k) SF; Fpx (k) (k) (k) Fpx (k) 1 21.7 21.7 2.82 2.82 2.82 7.34 3.67 3.67 Max Fpx =0.40xIPxSpSxW; = 0.34 x w; Min Fpx=0.20xIpxSDSxWi= 0.17 xwi Page 15 of 23 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: LCI, Inc job #: 21034 ASCE 7 Wind Design Parameters Risk Category II Design Wind Speed V 100 mph Exposure Category B Enclosure Classification Enclosed K,t Topographic Factor 1.0 Kd Directionality Factor 0.85 Ground Elevation = 0-1000 ft Wind Loads, Components and Cladding ASCE 7 Section 30.3, h<60ft Height h, z 9 ft Roof Slope = 27 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 Ke = 1 q,,h = 0.0026K,K,tKdK,V2 = 15.2 psf GCp; Internal Pressure Coeffecient 0.18 +/- Design Wind Pressure p = q,,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 1.000 -1.100 -1.400 18.0 -19.5 -24.1 20 0.947 -1.047 -1.294 17.2 -18.7 -22.5 50 0.877 -0.977 -1.153 16.1 -17.6 -20.3 100 0.823 -0.923 -1.047 15.3 -16.8 -18.7 150 0.792 -0.892 -0.985 14.8 -16.3 -17.8 200 0.770 -0.870 -0.941 14.5 -16.0 -17.1 300 0.739 -0.839 -0.878 14.0 -15.5 -16.1 500 0.700 -0.800 -0.800 13.4 -14.9 -14.9 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 16 of 23 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Wind Loads Main Wind Force Resisting System ASCE 7 - Chapter 28 Part II Wind Criteria Risk Category: II Basic Wind Speed (V) (ult) = 100 mph Exposure = B k = 1.00 Kzt = 1.00 Roof Angle = 27 deg Average Roof Height = 12 ft Plate Height (H) = 9 ft Least Horiz Dimension (L) = 26.5 ft 0.10L = 2.65 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 Minimum controlling Zone P530 (psf) I P5 (psf) P 31(psf) F P5 (psf) I P, (psf) P, (psf) A 19.9 19.9 0.0 0.0 16.0 19.9 B 12.2 12.2 0.0 0.0 8.0 12.2 C 14.2 14.2 0.0 0.0 16.0 16.0 D 9.8 9.8 0.0 0.0 8.0 9.8 E 1.4 1.4 -3.4 -3.4 --- ---- F -10.8 -10.8 -6.6 -6.6 --- ---- G 0.5 0.5 -0.9 -0.9 --- ---- H -9.3 -9.3 -4.2 -4.2 --- ---- EoH -6.3 -6.3 0.0 0.0 --- ---- GoH -7.2 -7.2 0.0 0.0 --- ---- 8/2/2021 Page 17 of 23 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Wind Story Shear FRONT TO BACK Zone A Zone B 19.9 ps (psf) 12.2 ps (psf) Level Area (ft2) Area (ft2) Zone C 16 ps (psf) Area (ft2) Zone D 9.8 ps (psf) Area (ft2) V,, (K) 1 68 52 153 86 5.28 SIDE TO SIDE Zone A 19.9 ps (psf) Level Area (ft2) Zone B 12.2 ps (psf) Area (ft2) Zone C 16 ps (psf) Area (ft2) Zone D 9.8 ps (psf) Area (ft2) VW (K) 1 61 81 84 72 4.25 8/2/2021 Page 18 of 23 ROSS Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Story Shear Summary FRONT TO BACK Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 1 2.82 2.82 5.28 5.28 SIDE TO SIDE Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 1 2.82 2.82 4.25 4.25 8/2/2021 Page 19 of 23 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: Cl,LInc job #: 21034 Roof Diaphragm and Chord Design Unblocked Diaphragm Allowable Shear per NDS Table 4.26 (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 1-1/2 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 3.67 49 < 177 . 26.5 Wind 5.28 60 < 246 OK SIDE TO SIDE Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 3.67 Wind 4.25 37.5 Check Tyical Chord For Maximum Force Vmax (ult) = 3.17 k (asd) Diaphragm Width = 37.5 ft Diaphragm Depth = 26.5 ft Plate Size 2x6 Ft allow = 525 psi Chord Splice Capacity = (16) 16d nails = 16 x 122 lb x 1.6 = 34 < 177 OK 34 < 246 OK M = 14.85 kft T = M/D = 560 lb At = 8.25 Tallow = Ft allow x At x Cd = 6930 lb > 3123.2 lb > T OK 560 OK Page 20 of 23 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: LCI, Inc job #: 21034 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" 1112 10d 316 474 618 809 11/4 6d 186 279 363 474 31 13/8 8d 242 353 456 595 7/16" 138 8d 242 353 456 595 C-D „ 3s 1 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 grade panel 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 C D 7/16" 15/32" 19/32" 13/8 13/8 11/2 11/2 8d 8d 10d 10d 339 339 404 443 495 495 599 664 638 638 781 866 833 833 1003 1133 Sheathing Capacities Shear Wall Panel Label 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 21 of 23 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA98020 date: 8/2/2021 client: LCI, Inc job #: 21034 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) VON 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 22 of 23 Ross Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA98020 date: 8/2/2021 client: LCI, Inc job #: 21034 Shear Wall Braced Lines FRONT TO BACK Tributary M) SIDE TO SIDE Tributary M Level Level Label 1 Label 1 GRID FB1 50 GRID SS1 25 GRID FB2 50 GRID SS2 25 GRID GRID SS3 50 GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID TOTAL 100 TOTAL 100 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 8/2/2021 Doss Engineering Design Inc project: Watkins and Tollefson ADU by: AA sheet #: location: 633 Walnut Street, Edmonds, WA 98020 date: 8/2/2021 client: LCI, Inc job #: 21034 LEVEL 1 FRONT TO BACK Shearwall Design E T/C W T/C GRID Ve Vw Ltot H Type Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 Above Above E T/C W T/C Holdown FB1 1.41 2.64 13.75 9.00 Seg. 13.75 1.00 0.65 1.00 1 72 150 115 150 2 4 2 1040 302 0 0 -175 214 NOT REQ'D F62 1.41 2.64 15.5 9.00 Seg. 7 1.00 1.29 1.00 1 64 150 102 150 2 4 2 529 302 0 0 7 352 NOT REQ'D 2.82 5.28 LEVEL 1 SIDE TO SIDE Shearwall Design E T/C W T/C GRID Ve Vw Ltot H Type Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 Above Above E T/C W T/C Holdown SS1 0.71 1.06 6.5 9.00 Seg. 3.25 1.00 2.77 0.72 1 76 150 98 150 2 4 2 246 302 0 0 259 458 NOT REQ'D SS2 0.71 1.06 4.25 9.00 Seg. 4.25 1.00 2.12 0.94 2 116 228 150 288 12 4 2 780 302 0 0 354 658 STHD14 SS3 1.41 2.13 12.8 9.00 Seg. 12.8 1.00 0.70 1.00 1 77 150 100 150 12 4 1 2350 259 0 0 -739 -537 NOT REQ'D 2.82 4.25 T m CC m N W O_ N W