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REVIEWED REV 1-BLD2022-0578+Structural_Analysis_or_Calculations+9.7.2022_9.10.44_PM+3095766
Page 1 of 35 Ross Engineering Design Inc HAILE & MENGISTU REMODEL STRUCTURAL CALCULATIONS IN ACCORDANCE WITH THE 2018 IBC 620 VIEW PLACE, EDMONDS, WA Job Number 22012 9.7.2022 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 35 Ross project: HAILE & MENGISTU REMODEL by: RR sheet #: Engineering location: 620 VIEW PLACE, EDMONDS, WA date: 9/7/2022 Design client: THE LEREN COMPANY job #: 22012 Inc Gravity Design 00 J `�4 I Page 3 of 35 Ross Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620VIEW PLACE, EDMONDS, WA date: 7/14/2022 client: THE LEREN COMPANY job #: 22012 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 Truss Roof Existing Roof Min. w/ Uplift For Lateral Roofing 3.50 psf 3.50 psf 3.50 psf 2.00 psf 2.50 psf Sheathing 1.50 * * 1.00 7.00 Insulation 1.00 1.00 1.00 Sprinkler Ceiling 2.50 2.50 2.50 Rafters/Trusses 4.00 2.00 Mechanical 1.00 1.00 Solar M i sc 0.50 4.00 5.00 3.00 Total 5.50 psf 16.00 psf 13.00 psf 6.00 psf 15.00 psf * Included in RISA self weight Snow Load Ground Snow Load Pg = Pg = 25.0 psf Minimum Roof Snow Load = 25.0 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 = 18 psf = 25 psf minumum roof snow load controls Default Wood Floor Loads Dead Loads Sheathing Joist Floor Existing Floor For Lateral Floor Covering 3.50 psf 3.50 psf 2.50 psf 2.50 psf Gyperete Sheathing 2.50 * * 7.00 Insulation Sprinkler Ceiling 2.50 2.50 2.50 Joist/Truss Mechanical 1.00 0.50 M i sc 1.00 3.00 2.00 1.00 Total 7.00 psf 10.00 psf 7.50 psf 13.00 psf * Included in RISA self weight Live Loads Residential 40 psf Balcony 60 psf where applicable Page 4 of 35 Ross project: HAILE & MENGISTU REMODEL by: RR sheet #: Engineering location: 620 VIEW PLACE, EDMONDS, WA date: 9/7/2022 Design client: THE LEREN COMPANY job #: 22012 Inc DECK TYPE MAPS MAIN FLOOR UPPER FLOOR 1 a — ROOF t i Dew Type Joist Floor Label Two W... Self Wt... Soper DL [ksf] ExstQ Ficor Truss Roof EAg Roof None El 2.917e-6 0 Joist Floor ❑ 0.002 �.D1 Page 5 of 35 Ross project: HAILE & MENGISTU REMODEL by: RR sheet #: Engineering location: 620 VIEW PLACE, EDMONDS, WA date: 9/7/2022 Design client: THE LEREN COMPANY job #: 22012 Inc AREA LOADS MAPS MAIN FLOOR UPPER FLOOR 1 ROOF ---------------------- AFea LCL&dLabel Additive PreDL[... PostDL... LL[ksf] LL Type Residentia I Salmny residential ❑ 0.04 LL-Reduce Snow Balcony ❑ 0.05 LL-Reduce Snow ❑ 0.025 SL ' a eral Z G— I22gg R385 EX B31 �I �I �I �I q �I DJ84 B6 DJ83 v DJ82 °a DJ81 0 m DJ80 o DJ79 B43 B5 DJ78 DJ77 DJ76 ■ DJ75 B4 B44 m DJ74 DJ73 DJ72 EX B25 so EX B26 DJ71 rn DJ70 o DJ69 DJ68 DJ67 DJ66 DJ65 Uizz H3 Loads: DL PreComp - PreComposite Dead Load Results for LC 1, Service Dead 1 ST FLOOR KEY PLAN Sept 7, 2022 at 11:17 AM TESHOME REMODEL_REV2A T w co m cn W ' a eral Z G— n B29 n M S x W 'I NI 'I NI NI MI COI B32 B9 . m B5 B6 B34 DJ48 DJ47 DJ46 = B4 DJ45 N DJ44 B36 m DJ43 No DJ42 rn m DJ41 DJ40 DJ39 B3 H1 Loads: DL PreComp - PreComposite Dead Load Results for LC 1, Service Dead 2ND FLOOR Sept 7, 2022 at 11:17 AM KEY PLAN TESHOME REMODEL_REV2A T v co m J O_ cn Loads: DL PreComp - PreComposite Dead Load Results for LC 1, Service Dead ROOF KEY PLAN Sept 7, 2022 at 11:18 AM TESHOME REMODEL_REV2A v ca m co 0 W Page 9 of 35 IIIRISA' A NEMETSCHEK COMPANY Company Des ign er Job Number Model Name Sept 7, 2022 11:25 AM Checked By Wood Material Properties I ahal Tvna nntnhasa Rrk--nipc r,rarla Cm Ci Fmnrl Nu Tharrm t/ Ilancrk/ft 1 DF#1 Solid Sa... Visually ... Douglas Fir -Larch No.1 1 0.3 0.3 0.035 2 DF#2 Solid Sa... Visually... Douglas Fir -Larch No.2 1 0.3 0.3 0.035 3 HF#2 Solid Sa... Visually... Hem -Fir No.2 1 0.3 0.3 0.035 4 HF STUD Solid Sa... Visually... Hem -Fir Stud 1 0.3 0.3 0.035 5 24F-1.8E D... Glulam NDS Ta... 24F-1.8E DF BAL na 1 0.3 0.3 0.035 6 24F-1.8E D... Glulam NDS Ta... 24F-1.8E DF UNBAL na 1 0.3 0.3 0.035 7 PSL SCL TrusJoist 2.OE_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 6x10 Custom N/A PT 6x10 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 Ph rkcil Ft rkcil Fv rkcil Fr. rkcil F Ikcil Fnr, Ikcil Tvna (IF 1 LVL_PRL_1.5... 2.25 1.5 0.22 1.95 1500 0.5 SCL 2 LVL_PRL_2.0... 2,9 1.9 0.285 2.75 2000 0.5 SCL 3 LVL_Microllam.. 2.6 1.555 0.285 2.51 1900 0.5 SCL 4 PSL_Parallam... 2.9 2.025 0.29 2.9 2000 0.5 SCL 5 PSL_Parallam... 2.4 1.755 0.18 2.5 1800 0.5 SCL 6 LSL TimberStr... 2.325 1.07 0.31 2.05 1550 0.5 SCL 7 LSL TimberStr... 1.7 1.075 0.4 1.4 1300 0.5 SCL 8 PT 4x Post 0.68 0.42 0.12 1.04 1235 447 Visually- 9 PT 6x Post 0.46 0.3 0.112 0.46 1045 380 Visually.. 10 PT 10" 0.748 0.42 0.12 1.04 1235 447 Visually.. 11 PT 12" 0.68 0.42 0.12 1.04 1235 447 Visually.. 12 PT 6x10 max 0.62 0.28 0.112 0.4 1045 380 Visually.. 13 PT 6x16 max 0.525 0.28 0.112 0.4 1045 380 Visually.. 14 RIGID 1000 1000 1000 1000 1 e+6 1 e+6 Visually.. Hot Rolled Steel Properties I ahal F rksil (; rkcil Nn Tharm t/1F Ilancitvrk/ft Yialrlrkcil Rv Fulksil Pt 1 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 3 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 G r. B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A53 Gr. B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 Deck Loads I nhal Twn Wav Calf Wt rksfl Rimar Ill rksfl Cnnst ni rksfl (tnnst I I rksfl 1 None 2.917e-6 0 0 0 2 Joist Floor 0.002 0.01 0 0 3 Exstq Floor 0.007 0.01 0 0 4 Truss Roof 0.001 0.016 0 0 5 1 Exstq Roof 0.007 0.013 0 0 RISAFloor Version 16.0.3.4[CA ... \...\...\...\...\...\REV2\CALCS\TESHOME REMODEL REV2.rfl] Page 1 Page 10 of 35 Company Sept 7, 2022 RISA Designer 11:25 AM Job Number Checked By___ A NEMETSCHEK COMPANY Model Name Deck Loads (Continued) Label Two W ay Self Wt rksfl Super DL rks Const DL ks Const LL ks 6 Exterior Deck 0.004 0.002 0 0 Uniform Area Loads Label Additive PreDL[ksf] POStDL[ksf] LL[ksf] LL Type VL[ksf] Dyn Load[ksf] 1 None LL-Reduce 2 Residential 0.04 LL-Reduce 3 Balcony 0.06 LL-Reduce 4 Snow 0.025 SL Line Loads: FOUNDATION Start Point End Point Start Pre... End PreD... Start Post..End Post.. Start LL[k..End LL[k/ftj LL Type St Dyn Load k/...End 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] No Data to Print ... LL Type St Dyn Load[k/... End Dyn Loadj... Line Loads : 1ST FLOOR Start Point End Point Start Pre... End PreD... Start Post..End Post.. Start LL k..End LL[k/Ftj LL Type St Dyn Load k/...End Dyn Load ... 1 N7 N1 0.05 0.05 LL-Non 2 N1 N26 0.05 0.05 LL-Non Line Loads: 2ND FLOOR Start Pant End Point Start Pre... End PreD... Start Post..End Post.. Start LL[k..End LL[k/ft] LL Type St Dyn Load[k/... End Dyn Load[... --�-- ©®M -- 0�®-- 1 1 1 1 --�-- 0®�-- Line Loads: ROOF Start Point End Point Start Pre... End PreD... Start Post..End Post.. Start LL[k..End LL[k/ftj LL Type St Dyn Load k/...End Dyn No Data to Print ... Combinations ghPI Snl__rat__ Far._rnt___ Far._rnt___ Far._rat___ Far.__f at___ Fart__ Cat___ Fart__ Cat___ Fart__ Cat___ Fart_ Cat___ Fart__ Cat___ Fart___ 1 Service ...Yes DL 1 2 Service ... Yes DL 1 LL 1 3 Service ...Yes DL 1 SL 1 4 Service ... Yes DL 1 LL 0.75 SL 0.75 5 ASCE 2... DL 1 OL1 1 6 ASCE 2... DL 1 OL1 -1 7 ASCE 2... DL 1 OL2 1 g ASCE 2... DL 1 OL2 -1 g ASCE 2... DL 1 LL 0.75 SL 0.75 OL1 0.75 RISAFloor Version 16.0.3.4[CA ... \...\...\...\...\...\REV2\CALCS\TESHOME REMODEL REV2.rfl] Page 2 Page 11 of 35 IIIRISA' A NEMETSCHEK COMPANY Company Des ign er Job Number Model Name Sept 7, 2022 11:25 AM Checked By Combinations (Continued) I ahal RN Cat Far. Cat Far. Cat Far. Cat Far. Cat Fart Cat Fart Cat Fart Cat Fart Cat Fart Cat Fart 10 ASCE 2... DL 1 LL 0.75 SL 0.75 OL1 0.75 11 ASCE 2... DL 1 LL 0.75 SL 0.75 OL2 0.75 12 ASCE 2... DL 1 LL 0.75 SL 0.75 OL2 0.75 13 ASCE 2... DL 0.6 OL1 1 14 ASCE2... DL 0.6 OL1 -1 15 ASCE 2-1 DL 0.6 OL2 1 16 ASCE 2-1 DL 0.6 OL2 -1 17 ASCE 1-1 DL 1.1 -- OL1 2.5 18 ASCE 1... DL 1.1.. OL1 -2.5 19 ASCE 1... DL 1.0.. OL1 1.8.. LL 0.75 SL 0.75 20 ASCE 1... DL 1.0.. OL1 -1 .... LL 0.75 SL 0.75 21 ASCE 1... DL 0.8.. OL1 2.5 22 ASCE 1... DL 0.8.. OL1 -2.5 Combination Design I ahal AS, IF (:r) Saniira Hnt Rnllarl C;nlrl Fnrm Wnnrl Wnnd Pm C nnrrata Macnnry C;nnnartinn 1 Service Dead 0.9 Yes Yes Yes Yes Yes 2 Service Dead .. Yes Yes Yes Yes Yes 3 Service D + S 1.15 Yes Yes Yes Yes Yes 4 Service D + L .. 1.15 Yes Yes Yes Yes Yes 5 ASCE 2.4.1-5.. 1.6 Yes Yes Yes Yes Yes 6 ASCE 2.4.1-5.. 1.6 Yes Yes Yes Yes Yes 7 ASCE 2.4.1-5.. 1.6 Yes Yes Yes Yes Yes 8 ASCE 2.4.1-5.. 1.6 Yes Yes Yes Yes Yes 9 ASCE 2.4.1-6.. 1.6 Yes Yes Yes Yes Yes 10 ASCE 2.4.1-6.. 1.6 Yes Yes Yes Yes Yes 11 ASCE 2A.1-6.. 1.6 Yes Yes Yes Yes Yes 12 ASCE 2.4.1-6.. 1.6 Yes Yes Yes Yes Yes 13 ASC E 2.4.1-8 + 1.6 Yes Yes Yes Yes Yes 14 ASCE 2.4.1-8 - 1.6 Yes Yes Yes Yes Yes 15 ASC E 2.4.1-7 + 1.6 Yes Yes Yes Yes Yes 16 ASCE 2.4.1-7 - 1.6 Yes Yes Yes Yes Yes 17 ASCE 12.4.3-.. 1.92 Yes Yes Yes Yes Yes 18 ASCE 12.4.3-.. 1.92 Yes Yes Yes Yes Yes 19 ASCE 12.4.3-.. 1.92 Yes Yes Yes Yes Yes 20 ASCE 12.4.3-.. 1.92 Yes Yes Yes Yes Yes 21 ASCE 12.4.3-.. 1.92 Yes Yes Yes Yes Yes 22 ASCE 12.4.3-.. 1.92 Yes Yes Yes Yes Yes Beam Code Summary for Wood: FOUNDATION Label Size E licit Material Bending Loc[ftj LC Defl Check Loc[ftj Cat Shear Ch...Loc[ftj LC No Data to Print ... Beam Code Summary for Wood: BASEMENT Label Size E licit Material Bending ... Loc[ftj LC DO Check Loc[ftj Cat Shear Ch...Loc[ftj LC No Data to Print ... RISAFloor Version 16.0.3.4[CA ... \...\...\...\...\...\REV2\CALCS\TESHOME REMODEL REV2.rfl] Page 3 Page 12 of 35 111RISA' A NEMETSCHEK COMPANY Company Des ign er Job Number Model Name Sept 7, 2022 11:25 AM Checked By Beam Code Summary for Wood: 1ST FLOOR I ahal Si7a Fmlirit Matarial Ranrlinn I nrfftl I C naf1 Chark I nrfftl Cat Rhaar Ch I nrrftl I C 1 H3 4X10 No DF#2 0.875 3.057 2 0.289 3.057 DL+LL 0.797 5.87 2 2 B4 3.5X13.5FS No 24F-1.8... 0.621 10.719 2 0.781 10.719 DL+LL 0.273 21.438 2 3 B5 2X10 No DF#2 0.778 3.327 2 0.218 3.327 LL 0.476 6.655 2 4 B6 2-2X10 Yes HF#2 0.727 4.457 2 0.337 4.457 LL 0.374 8.914 2 5 EX B25 5.5X13.5FS No 24F-1.8... 0.576 10.719 2 0.768 10.719 DL+LL 0.268 21.438 2 6 EX B26 3.5X13FS Yes RIGID 0 3.327 2 0.1 0 DL 0 6.655 2 7 EX B31 5.5X13.5FS No 24F-1.8... 0.737 10.719 2 0.983 10.719 DL+LL 0.343 21.438 2 8 J44 2X10 No HF#2 0.064 1.879 2 0.036 0 DL 0.092 3.759 2 9 J45 2X10 No HF#2 0.069 1.879 2 0.036 0 DL 0.099 3.759 2 10 J46 2X10 No HF#2 0.069 1.879 2 0.036 0 DL 0.099 3.759 2 11 J47 2X10 No HF#2 0.069 1.879 2 0.036 0 DL 0.099 3.759 2 12 J48 2X10 No HF#2 0.069 1.879 2 0.036 0 DL 0.099 3.7591 2 13 J49 2X10 No HF#2 0.064 1.879 2 0.036 0 DL 0.092 3.7591 2 14 DB19 6X10 Yes PT 6x10 0.903 6.562 2 0.631 0 LL 0.546 2.0781 2 15 DB20 6X10 Yes PT 6x10 0.993 4.047 2 0.631 10.5 LL 0.568 0 2 16 DJ21 2X10 No PT 10 0.282 6.5 2 0.158 6.5 DL+LL 0.115 13 2 17 DJ22 2X10 No PT 10 0.364 6.5 2 0.213 6.5 LL 0.148 13 2 18 DJ65 2X10 No PT 10 0.732 6.5 2 0.577 6.5 LL 0.342 13 2 19 DJ66 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 20 DJ67 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 21 DJ68 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 22 DJ69 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 23 DJ70 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 24 DJ71 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 25 DJ72 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 26 DJ73 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 27 DJ74 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 28 DJ75 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 29 DJ76 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 30 DJ77 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 31 DJ78 2X10 No PT 10 0.911 6.5 2 0.734 6.5 LL 0.426 13 2 32 DJ79 2X10 No PT 10 0.911 6.5 2 0.734 6.5 LL 0.426 13 2 33 DJ80 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 34 DJ81 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 35 DJ82 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 36 DJ83 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 37 DJ84 2X10 No PT 10 0.904 6.5 2 0.728 6.5 LL 0.423 13 2 38 DJ85 2X10 No PT 10 0.661 6.5 2 0.515 6.5 LL 0.309 13 2 39 B43 5.5X13.5FS No 24F-1.8... 0.573 10.719 2 0.765 10.719 DL+LL 0.267 21.438 2 40 B44 5.5X7.5FS No 24F-1.8... 0.783 1.594 2 0.532 3.119 DL+LL 0.755 0 2 41 B45 5.5X12FS Yes 24F-1.8... 0.577 4.081 2 0.291 3.779 DL+LL 0.478 7.256 2 42 B46 5.5X12FS Yes 24F-1.8... 0.665 1.939 4 0.351 3.047 DL+LL 0.822 0 2 43 B47 5.5X9FS No 24F-1.8... 0.92 3.579 2 0.476 3.579 DL+LL 0.456 7.012 2 Beam Code Summary for Wood: 2ND FLOOR I ahal Gila Fmlirit KAafarial Randinn I nrfftl I r ni-fl Chark I nrfftl Cat Rhaar Ch 1 nrfftl 1 C 1 H 1 2-2X6 Yes H F#2 0.6 1.712 4 0.186 1.417 DL+LL 0.66 2.833 4 2 B3 3.5X10.5FS No 24F-1.8... 0.594 14.579 2 0.88 19.994 LL 0.383 14.579 2 3 B6 3.5X12FS Yes 24F-1.8... 0.353 6.682 2 0.363 7.289 LL 0.629 0 4 4 B99 3.5X11.5FS Yes 24F-1.8... 0.835 7.212 2 0.495 5.86 DL+LL 0.508 10.818 2 5 B9 2-2X10 Yes HF#2 0.727 4.457 2 0.337 4.457 LL 0.374 8.914 2 RISAFloor Version 16.0.3.4[CA ... \...\...\...\...\...\REV2\CALCS\TESHOME REMODEL REV2.rfl] Page 4 Page 13 of 35 Company 1RISA Designer Job Number A NEMETSCHEK COMPANY Model Name Sept 7, 2022 11:25 AM Checked By Beam Code Summary for Wood: 2ND FLOOR (Continued) I ahal Ri7P. Fxnlirit Matarial Randinn 1 nrrffl I C naf1 r.hark 1 nr.rftl Cat Shaar Ch I nrrftl I C 6 B10 2X10 No HF#2 0.036 1.879 2 0.036 0 DL 0.045 3.759 2 7 1311 2X10 No HF#2 0.008 2.61 1 0.036 0 DL 0.007 5.221 1 8 DB12 3.5X9FS No 24F-1.8... 0.513 7.134 2 0.822 7.134 LL 0.227 14.269 2 9 J25 2X10 No HF#2 0.064 1.879 2 0.036 0 DL 0.092 3.759 2 10 J26 2X10 No HF#2 0.069 1.879 2 0.036 0 DL 0.099 3.759 2 11 J27 2X10 No HF#2 0.069 1.879 2 0.036 0 DL 0.099 3.7591 2 12 J28 2X10 No HF#2 0.069 1.879 2 0.036 0 DL 0.099 3.7591 2 13 J29 2X10 No HF#2 0.069 1.879 2 0.036 0 DL 0.099 3.7591 2 14 J30 2X10 No HF#2 0.064 1.879 2 0.036 0 DL 0.092 3.7591 2 15 DJ39 2X10 No HF#2 0.167 2.674 2 0.06 2.674 LL 0.165 5.3491 2 16 DJ40 2X10 No HF#2 0.179 2.674 2 0.064 2.674 LL 0.177 5.3491 2 17 DJ41 2X10 No HF#2 0.179 2.674 2 0.064 2.674 LL 0.177 5.3491 2 18 DJ42 2X10 No HF#2 0.179 2.674 2 0.064 2.674 LL 0.177 5.3491 2 19 DJ43 2X10 No HF#2 0.179 2.674 2 0.064 2.674 LL 0.177 5.3491 2 20 DJ44 2X10 No HF#2 0.179 2.674 2 0.064 2.674 LL 0.177 5.3491 2 21 DJ45 2X10 No HF#2 0.179 2.674 2 0.064 2.674 LL 0.177 5.3491 2 22 DJ46 2X10 No HF#2 0.179 2.674 2 0.064 2.674 LL 0.177 5.3491 2 23 DJ47 2X10 No HF#2 0.179 2.674 2 0.064 2.674 LL 0.177 5.3491 2 24 DJ48 2X10 No HF#2 0.167 2.674 2 0.06 2.674 LL 0.165 5.349 2 25 B29 3.5X10.5FS NO 24F-1.8... 0.274 12.102 3 0.648 12.102 DL+LL 0.083 24.205 3 26 X30 Not Designed No RIGID No Calc 0 0 N/A No Calc 27 X31 Not Designed No RIGID No Calc 0 0 N/A No Calc 28 EX H34 Not Designed No RIGID No Calc 0 0 N/A No Calc Beam Code Summary for Wood: ROOF I ahal Ri7a Fxnlicit Matarial Ranrlinn I nr.rftl I C r)af1 Chark I nr.rftl Cat Rhaar Ch I nrrffl I C 1 H1 4X8 No DF#2 0.277 2.126 3 0.082 2.126 DL+LL 0.255 4.252 3 2 4X8 No DF#2 0.278 2.129 3 0.082 2.129 DL+LL 0.255 4.259 3 3 H3 4X8 No DF#2 0.08 1.142 3 0.036 0 DL 0.137 2.285 3 4 H4 4X8 No DF#2 0.008 2.625 1 0.036 0 DL 0.006 5.25 1 5 H5 4X8 No DF#2 0.011 3.125 1 0.036 0 DL 0.007 6.25 1 6 B6 3.5X12FS No 24F-1.8... 0.815 6.842 3 0.857 7.139 DL+LL 0.521 0 3 7 B7 3.5X7.5FS No 24F-1.8... 0.767 4.208 3 0.784 4.208 DL+LL 0.511 8.416 3 8 EX B8 Not Designed No RIGID No Calc 0 0 N/A No Calc 9 EX 139 Not Designed No RIGID No Calc 0 0 N/A No Calc 10 EX B10 Not Designed No RIGID No Calc 0 0 N/A No Calc 11 EX 1311 Not Designed No RIGID No Calc 0 0 N/A No Calc 12 EX B12 Not Designed No RIGID No Calc 0 0 N/A No Calc 13 EX B13 Not Designed No RIGID No Calc 0 0 N/A No Calc Wood Column Code Checks Stark I iff Shana Cnrla C Flavrffl I C Shaar C Flavrftl nir I C Fr.' rkcil Ft' rkcil Fh1' rkcil Fhq' rkcil Fv' rkcil Fnn 1 P6 1 3-2X6 0.811 9.5 2 0 9.5 z 4 0.48 0.4 0.674 0.675 0.15 3.6.3 2 P12 1 2-2X4 0.73 9.5 4 0 9.5 z 4 0.376 0.506 0.851 0.854 0.173 3.6.3 3 P13 1 2-2X4 0.886 9.5 4 0 9.5 z 4 0.376 0.506 0.851 0.854 0.173 3.6.3 4 P14 1 6X6 0.443 9.5 2 0 9.5 z 4 0.579 0.475 0.75 0.75 0.17 3.6.3 5 P16 1 3-2X6 0.698 9.5 4 0 9.5 z 4 1 1.025 0.86 1.342 1.345 0.207 3.6.3 6 2 3-2X6 0.891 18 3 0 18 z 4 0.552 0.46 0.775 0.776 0.173 3.6.3 7 3 4-2X4 0.743 26 3 0 26 z 4 0.416 0.506 0.853 0.854 0.173 3.6.3 8 P17 1 6X6 0.268 9.5 2 0 9.5 z 4 0.398 0.3 0.46 0.46 0.112 3.6.3 9 P18 1 6X6 0.269 9.5 2 0 9.5 z 4 0.398 0.3 0.46 0.46 0.112 3.6.3 RISAFIoor Version 16.0.3.4[CA ... \...\...\...\...\...\REV2\CALCS\TESHOME REMODEL_REV2.rfl] Page 5 Page 14 of 35 IIIRISA' A NEMETSCHEK COMPANY Company Des ign er Job Number Model Name Sept 7, 2022 11:25 AM Checked By Wood Column Code Checks (Continued) Rtark I ift Shang C nrla r Flavfftl I(' Rhaar r Flavrftl nir 1 r Fr.' rkail Ft' rkcil Fhl' fkcil Fh7 rkcil Fv' rkcil Fnn 10 P20 1 4-2X4 0.589 9.5 2 0 9.5 z 4 0.367 0.44 0.742 0.743 0.15 3.6.3 11 P25 1 6X6 0.177 9.5 2 0 9.5 z 4 0.731 0.42 0.68 0.68 0.12 3.6.3 12 P22 1 1 3-2X6 0.761 9.5 2 0 9.5 z 4 0.48 0.4 0.674 0.675 0.15 3.6.3 13 P23 1 1 3-2X6 0.971 9.5 2 0 9.5 z 4 0.48 0.4 0.674 0.675 0.15 3.6.3 14 2 3-2X4 0.811 18 2 0 18 z 4 0.315 0.44 0.742 0.743 0.15 3.6.3 15 P12 1 1 4-2X6 0.678 9.5 2 0 9.5 z 4 0.393 0.4 0.674 0.675 0.15 3.6.3 16 P21 1 1 2-2X8 0.599 18 4 0 18 z 4 0.978 0.793 1.232 1.242 0.207 3.6.3 17 P22 2 1 2-2X8 0.323 18 2 0 18 z 4 0.851 0.69 1.072 1.08 0.18 3.6.3 18 P23 2 1 2-2X4 0.45 18 3 0 18 z 4 0.376 0.506 0.851 0.854 0.173 3.6.3 19 P24 1 1 2-2X4 0.972 18 4 0 18 z 4 0.376 0.506 0.851 0.854 0.173 3.6.3 20 P25 1 1 2-2X4 0.17 18 2 0 18 z 4 0.367 0.44 0.74 0.743 0.15 3.6.3 21 P11 1 2-2X4 0.323 18 4 0 18 z 4 0.376 0.506 0.851 0.854 0.173 3.6.3 22 P10 1 2-2X4 0.214 18 4 0 18 z 4 0.376 0.506 0.851 0.854 0.173 3.6.3 23 P26 1 4X6 0.351 18 4 0 18 z 4 1.708 0.86 1.339 1.345 0.207 3.6.3 24 2 2-2X4 0.628 26 3 0 26 z 4 0.416 0.506 0.851 0.854 0.173 3.6.3 25 P27 1 4X6 0.793 18 4 0 18 z 4 1.055 0.86 1.339 1.345 0.207 3.6.3 26 2 2-2X4 0.928 26 3 0 26 z 4 0.416 0.506 0.851 0.854 0.173 3.6.3 27 P29 1 2-2X4 0.943 18 2 0 18 z 4 0.367 0.44 0.74 0.743 0.15 3.6.3 28 P30 1 2-2X4 0.293 18 2 0 18 z 4 0.367 0.44 0.74 0.743 0.15 3.6.3 29 P31 1 4X4 0.13 18 3 0 18 z 4 0.403 0.724 1.173 1.173 0.138 3.6.3 30 P32 1 4X4 0.13 18 3 0 18 z 4 0.403 0.724 1.173 1.173 0.138 3.6.3 31 P30 1 1 4-2X4 0.683 18 2 0 18 z 4 0.367 0.44 0.742 0.743 0.15 3.6.3 32 P31 1 1 4-2X4 0.683 18 2 0 18 z 4 0.367 0.44 0.742 0.743 0.15 3.6.3 33 P32 1 1 4-2X4 0.694 18 2 0 18 z 4 0.367 0.44 0.742 0.743 0.15 3.6.3 34 P29 1 1 3-2X6 0.428 18 2 0 18 z 4 0.48 0.4 0.674 0.675 0.15 3.6.3 35 P33 1 1 6X6 0.541 26 3 0 26 z 4 0.663 0.546 0.862 0.862 0.196 3.6.3 36 P34 1 1 3-2X4 0.792 26 3 0 26 z 4 0.359 0.506 0.853 0.854 0.173 3.6.3 37 P35 1 1 2-2X4 0.628 26 3 0 26 z 4 0.416 0.506 0.851 0.854 0.173 3.6.3 Beam Code Summary for Hot Rolled: FOUNDATION Label Size E licit Studs Camb... Material Bending... Loc[ftj LC DO Ch... Loc ft Cat ShearC.Ioc[ftj LC No Data to Print ... Beam Code Summary for Hot Rolled: BASEMENT Label Size E licit Studs Camb... Material Bending... Loc[ftj LC Defl Ch... Loc ft Cat Shear C..Loc ft LC No Data to Print ... Beam Code Summary for Hot Roiled: 1 ST FLOOR Label Size E licit Studs Camb... Material Bending... Loc ft LC Defl Ch... Loc ft Cat Shear C..Loc ft LC No Data to Print ... Beam Code Summary for Hot Rolled: 2ND FLOOR I ahel ;i7P. Fxnlirit Rhin, ramh Material RPnrllnn 1 nrfftl I r nafl rh 1 nrrftl rat Rhaar r I nrrftl I r 1 H2 W8X24 Yes 0 A572... 0.644 9.035 4 0.87 6.982 DL+••• 0.327 13.1.. 4 2 B4 W10X30 Yes 0 A572... 0.696 11.472 2 0.555 11.472 DL+••• 0.08 22.9•• 2 3 B5 W8X24 Yes 0 A572... 0.315 21.485 2 0.302 26.786 LL 0.042 21.2.. 2 4 B32 W10X30 Yes 0 A572... 0.812 12.102 2 0.676 12.102 DL+••• 0.083 24.2•• 2 5 B34 W12X50 Yes 0 A572... 0.549 11.85 4 0.76 11.85 DL+••• 0.128 0 4 6 B36 W10X30 Yes 0 A572... 10.825 12.102 2 0.687 12.102 DL+...l 0.084 24.2.• 2 RISAFloor Version 16.0.3.4[CA ... \...\...\...\...\...\REV2\CALCS\TESHOME REMODEL REV2.rfl] Page 6 Page 15 of 35 Company RISA Designer Job Number A NEMETSCHEK COMPANY Model Name Sept 7, 2022 11:25 AM Checked By Beam Code Summary for Hot Rolled: ROOF Label Size E licit Studs Camb... Material Bending... Loc[ftj LC Defl Ch... Loc ft Cat Shear C..Loc ft LC No Data to Print ... ' a eral Z G— F7 i EX F8 EX F9 W EX F13 LL x O N LL7 W w w x I X EX F35 EX F11 Co w 7 W x w a lL x F1 w o Cl) m x Lu w LL x W rn LL W W X N LL E F150 O � x w w LL x x w w F2 w x wIII x N co F146 Cl) rn LL LW x w w Co W x w � w F3 LL x N LL x w X F2 EX F23 EX F22 EX F21 EX F20 EX F19 EX F18 EX F17 w Loads: DL PreComp - PreComposite Dead Load Results for LC 1, Service Dead FOUNDATION KEY PLAN Sept 7, 2022 at 11:19 AM TESHOME REMODEL_REV2A T v CD m Page 17 of 35 Ross Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 9/7/2022 client: THE LEREN COMPANY job #: 22012 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 0,19 2,19 2.0 3.69 F1 FOUNDATION Base N1 N2 Concrete Conc2500NV\ 24 923 OK F2 0,10.5 2,10.5 2.0 4.36 F2 FOUNDATION Base N3 N4 Concrete Conc2500NV\ 24 1091 OK F3 0,2 2,2 2.0 3.69 F3 FOUNDATION Base N5 N6 Concrete Conc2500NV\ 24 921 OK F4 35.438,13.269 35.438,15.269 3.5 19.36 F4 FOUNDATION Base N8 N9 Concrete Conc2500NV\ 42 1580 OK F6 49.016,30.276 51.016,30.276 2.0 1.30 F6 FOUNDATION Base N12 N13 Concrete Conc2500NV\ 24 325 OK F7 73.221,30.276 75.221,30.276 2.0 1.30 F7 FOUNDATION Base N14 N15 Concrete Conc2500NV\ 24 325 OK EX F8 14,28.294 16,28.294 4.0 6.88 EX F8 FOUNDATION Base N16 N17 Concrete Conc2500NV\ 12 1720 OK EX F9 16,28.294 42.866,28.294 25.0 40.89 EX F9 FOUNDATION Base N17 N18 Concrete Conc2500NV\ 12 1636 OK EX F10 42.866,28.294 42.866,23.248 5.0 5.79 EX F10 FOUNDATION Base N18 N19 Concrete Conc2500NV\ 12 1147 OK EX F11 42.866,23.248 50.016,23.248 7.2 8.11 EX F11 FOUNDATION Base N19 N20 Concrete Conc2500NV\ 12 1134 OK EX F12 50.016,23.248 50.016,28.294 5.0 3.72 EX F12 FOUNDATION Base N20 N21 Concrete Conc2500NV\ 12 737 OK EX F13 50.016,28.294 74.221,28.294 24.2 24.41 EX F13 FOUNDATION Base N21 N22 Concrete Conc2500NV\ 12 1009 OK EX F15 74.221,16.269 74.221,12.269 3.0 13.50 EX F15 FOUNDATION Base N23 N24 Concrete Conc2500NV\ 36 1500 OK EX F17 74.221,0 52.183,0 22.0 21.33 EX F17 FOUNDATION Base N25 N26 Concrete Conc2500NV\ 12 968 OK EX F18 52.183,0 48.183,0 4.0 5.76 EX F18 FOUNDATION Base N26 N27 Concrete Conc2500NV\ 12 1440 OK EX F19 48.183,0 44.183,0 4.0 4.25 EX F19 FOUNDATION Base N27 N28 Concrete Conc2500NV\ 12 1063 OK EX F20 44.183,0 35.358,0 8.8 9.68 EX F20 FOUNDATION Base N28 N29 Concrete Conc2500NV\ 12 1097 OK EX F21 35.358,0 31.358,0 4.0 4.65 EX F21 FOUNDATION Base N29 N30 Concrete Conc2500NV\ 12 1163 OK EX F22 31.358,0 27.358,0 4.0 4.22 EX F22 FOUNDATION Base N30 N31 Concrete Conc2500NV\ 12 1055 OK EX F23 27.358,0 16,0 9.4 9.39 EX F23 FOUNDATION Base N31 N32 Concrete Conc2500NV\ 12 999 OK EX F24 16,0 14,0 4.0 6.71 EX F24 FOUNDATION Base N32 N33 Concrete Conc2500NV\ 12 1676 OK EX F25 14,0 14,2 2.8 6.21 EX F25 FOUNDATION Base N33 N34 Concrete Conc2500NV\ 16 1664 OK EX F26 14,2 14,4.823 2.0 0.36 EX F26 FOUNDATION Base N34 N35 Concrete Conc2500NV\ 16 137 OK EX F27 14,4.823 14,8.823 4.5 10.74 EX F27 FOUNDATION Base N35 N36 Concrete Conc2500NV\ 16 1790 OK EX F28 14,8.823 14,12.818 3.5 4.98 EX F28 FOUNDATION Base N36 N37 Concrete Conc2500NV\ 16 1067 OK EX F29 14,12.818 14,16.818 3.0 15.38 EX F29 FOUNDATION Base N37 N38 Concrete Conc2500NV\ 36 1709 OK EX F30 14,16.818 14,19.172 2.4 0.30 EX F30 FOUNDATION Base N38 N39 Concrete Conc2500NV\ 16 97 OK EX F31 14,19.172 14,23.172 2.5 10.78 EX F31 FOUNDATION Base N39 N40 Concrete Conc2500NV\ 30 1724 OK EX F32 14,23.172 14,26.294 3.1 2.97 EX F32 FOUNDATION Base N40 N41 Concrete Conc2500NV\ 12 951 OK EX F33 14,26.294 14,28.294 2.0 1.90 EX F33 FOUNDATION Base N41 N16 Concrete Conc2500NV\ 12 951 OK EX F35 35.438,23.248 42.866,23.248 7.4 3.86 EX F35 FOUNDATION Base N42 N19 Concrete Conc2500NV\ 12 519 OK EX F36 42.092,0 42.092,14.269 14.3 20.52 EX F36 FOUNDATION Base N43 N44 Concrete Conc2500NV\ 12 1438 OK EX F39 50.016,0 50.016,12.269 12.3 11.57 EX F39 FOUNDATION Base N47 N48 Concrete Conc2500NV\ 12 943 OK EX F40 50.016,12.269 50.016,16.269 3.0 11.59 EX F40 FOUNDATION Base N48 N49 Concrete Conc2500NV\ 24 1932 OK EX F41 50.016,16.269 50.016,23.248 7.0 7.84 EX F41 FOUNDATION Base N49 N20 Concrete Conc2500NV\ 12 1123 OK F146 34.438,7.256 36.438,7.256 2.5 8.97 F146 FOUNDATION Base N61 N62 Concrete Conc2500NV\ 30 1435 OK EX F150 42.092,14.269 48.016,14.269 5.9 7.86 EX F150 FOUNDATION Base N44 N69 Concrete Conc2500NV\ 12 1327 OK EX F151 48.016,14.269 50.016,14.269 2.0 2.61 EX F151 FOUNDATION Base N69 N70 Concrete Conc2500NV\ 12 1307 OK F155 44.352,14.269 44.352,23.248 9.0 3.68 F155 FOUNDATION Base N73 N74 Concrete Conc2500NV\ 12 410 OK F148B 35.438,20.592 35.438,22.592 2.0 5.28 F148B FOUNDATION Base N78 N79 Concrete Conc2500NV\ 24 1321 OK EX F149 35.438,15.269 35.438,20.592 5.3 3.19 EX F149 FOUNDATION Base N9 N78 Concrete Conc2500NV\ 12 600 OK EX F150A 35.438,22.592 35.438,23.248 0.7 0.18 EX F150A FOUNDATION Base N79 N42 Concrete Conc2500NV\ 12 274 OK EX F151A 74.221,28.294 74.221,23.281 5.0 2.67 EX F151A FOUNDATION Base N22 N80 Concrete Conc2500NV\ 12 534 OK EX F152 74.221,23.28174.221,19.281 4.0 7.20 EX F152 FOUNDATION Base N80 N81 Concrete Conc2500NV\ 12 1801 OK EX F153 74.221,19.28174.221,16.26� 3.0 1.61 EX F153 FOUNDATION Base N81 N23 Concrete Conc2500NV\ 12 534 OK EX F154 74.221,12.26£ 74.221,9.256 3.0 1.61 EX F154 FOUNDATION Base N24 N82 Concrete Conc2500NV\ 12 533 OK EX F155 74.221,9.256 74.221,5.256 4.0 7.29 EX F155 FOUNDATION Base N82 N83 Concrete Conc2500NV\ 12 1822 OK EX F156 74.221,5.256 74.221,0 5.3 2.80 EX F156 FOUNDATION Base N83 N25 Concrete Conc2500NV\ 12 533 OK Page 18 of 35 Ross project: HAILE & MENGISTU REMODEL by: RR sheet #: Engineering location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 Design client: THE LEREN COMPANY job #: 22012 Inc Lateral Design Page 19 of 35 Ross Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 client: THE LEREN COMPANY job #: 22012 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 = 47.806 degrees Recommendation & Longitude =-122.369 degrees https://earthquake.usgs.gov/ws/designmaps/asce7-10.ison?latitude=47.806&longitude=-122.369&riskCategory=II&siteClass=D&title=Example Mapped spectral response acceleration Ss= 1.27 g site -specific S1= 0.497 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= 0.896 g Design spectral response acceleration ASCE 11.4.5 Sos = (2/3) SMs = 0.845 g Sol = (2/3) SM1= 0.597 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 0 Building Height hn = 26 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 = 0.23 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) = Sol/(RTjIE) = 0.399 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 = 13.3 Kips 4/18/2022 Page 20 of 35 Ross Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 client: THE LEREN COMPANY job #: 22012 Seismic Story Shear Story Weights Level 3 Level 2 Level 1 Story Shear CS = Roof 15.0 psf 1700 sq ft 25.5 Exterior Wall Above 0.0 plf 0 ft 0.0 Exterior Wall 40.0 plf 176 ft 7.0 Interior Wall Above 0.0 psf 0 sq ft 0.0 Interior Wall 5.0 psf 1200 sq ft 6.0 Low Roof 0.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 Floor 13.0 psf 1200 sq ft 38.5 k 15.6 Exterior Wall Above 40.0 plf 176 ft 7.0 Exterior Wall 40.0 plf 176 ft 7.0 Interior Wall Above 5.0 psf 1200 sq ft 6.0 Interior Wall 5.0 psf 500 sq ft 2.5 Low Roof 15.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 Floor 13.0 psf 500 sq ft 38.2 k 6.5 Exterior Wall Above 40 plf 176 ft 7.0 Exterior Wall 40 plf 176 ft 7.0 Interior Wall Above 5.0 psf 500 sq ft 2.5 Interior Wall 5.0 psf 500 sq ft 2.5 Low Roof 15.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 25.6 k 0.130 (ult ) Height Weight Ve Level hx (ft) wx (k) hXwX Fx (k) 3 26.00 38.5 1002 7.18 2 17.00 38.2 649 4.65 1 8.00 25.6 205 1.47 Total = 102.3 1856 13.30 Vtotal = CS x Ewx = 13.30 k Fx = Vtotal x hxwx / Ihxwx Diaphragm Shear SDS = 0.845 IC = 1.00 Base Shear V = 13.30 k Weight Story Shear Dia. Shear Max Fpx Min Fpx Controlling Level wi (k) Sw; Fi (k) SF; Fpx (k) (k) (k) Fpx (k) 3 38.5 38.5 7.18 7.18 7.18 13.03 6.52 7.18 2 38.2 76.7 4.65 11.84 5.89 12.91 6.45 6.45 1 25.6 102.3 1.47 13.30 3.33 8.65 4.32 4.32 Max Fpx =0.40xIPxSDSxW; = 0.34 x w; Min Fpx=0.20xIPxSIDS xWi= 0.17 xwi Page 21 of 35 Ross Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 client: THE LEREN COMPANY job #: 22012 ASCE 7-16 Wind Design Parameters Risk Category II Design Wind Speed V 100 mph Exposure Category C 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 7-16 Section 30.3, h<60ft Height h, z 26 ft Roof Slope = 0 Degrees Slope Reduction Factor = 0.9 Applied to GCp; Velocity Pressure Coefficient a 9.5 z 26 zg 900 Kh,z = 2.01(z/zg)2/a = 0.95 Velocity Pressure Ke = 1 q,,h = 0.0026K,KztKdK,V2 = 20.7 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 0.900 -0.990 -1.260 22.4 -24.3 -29.9 20 0.852 -0.942 -1.164 21.4 -23.3 -27.9 50 0.789 -0.879 -1.038 20.1 -22.0 -25.3 100 0.741 -0.831 -0.942 19.1 -21.0 -23.3 150 0.713 -0.803 -0.886 18.5 -20.4 -22.1 200 0.693 -0.783 -0.846 18.1 -20.0 -21.3 300 0.665 -0.755 -0.791 17.5 -19.4 -20.1 500 0.630 -0.720 -0.720 16.8 -18.7 -18.7 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 22 of 35 Ross Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 client: THE LEREN COMPANY job #: 22012 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 = C k = 1.35 Kzt = 1.00 Roof Angle = 0 deg Average Roof Height = 22 ft Plate Height (H) = 26 ft Least Horiz Dimension (L) = 28 ft 0.10L = 2.8 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 P5 (Psf) I P, (Psf) A 15.9 21.5 0.0 0.0 16.0 21.5 B -8.2 -11.1 0.0 0.0 8.0 8.0 C 10.5 14.2 0.0 0.0 16.0 16.0 D -4.9 -6.6 0.0 0.0 8.0 8.0 E -19.1 -25.8 0.0 0.0 --- ---- F -10.8 -14.6 0.0 0.0 --- ---- G -13.3 -18.0 0.0 0.0 --- - -- H -8.4 -11.3 0.0 0.0 --- ---- EoH -26.7 -36.0 0.0 0.0 --- ---- GoH -20.9 -28.2 0.0 0.0 --- ---- 4/18/2022 Page 23 of 35 Ross Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 client: THE LEREN COMPANY job #: 22012 Wind Story Shear Level Zone A 21.465 ps(psf) Area (ft2) Zone B 8 ps(psf) Area (ft2) Zone C Zone D 16 ps(psf) 8 ps(psf) Area (ft2) Area (ft2) VW (K) 3 58 94 2.75 2 96 139 4.28 1 0.00 A29 A48 C 94 C139 A29 A48 SIDE TO SIDE Level Zone A Zone B 21.465 ps(psf) 8 ps(psf) Area (ft2) Area (ft2) Zone C 16 ps(psf) Area (ft2) Zone D 8 ps(psf) Area (ft2) VW (K) 3 70 283 6.03 2 96 392 8.33 1 0.00 4/18/2022 Page 24 of 35 Ross Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 client: THE LEREN COMPANY job #: 22012 Story Shear Summary FRONT TO BACK Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 3 7.18 7.18 2.75 2.75 2 4.65 11.84 4.28 7.03 1 1.47 13.30 0.00 7.03 SIDE TO SIDE Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 3 7.18 7.18 6.03 6.03 2 4.65 11.84 8.33 14.36 1 1.47 13.30 0.00 14.36 4/18/2022 Page 25 of 35 Ross Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 client: THE LEREN COMPANY job #: 22012 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 1 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 6.45 38 < 177 OK 60.0 Wind 4.28 21 < 246 OK SIDE TO SIDE Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 6.45 Wind 8.33 28.0 Check Tyical Chord For Maximum Force Vmax (ult) = 5.00 k (asd) Diaphragm Width = 60.0 ft Diaphragm Depth = 28.0 ft Plate Size 2x6 Ft allow = 525 psi Chord Splice Capacity = (16) 16d nails = 16 x 122 lb x 1.6 = 81 < 177 OK 89 < 246 OK M = 37.50 kft T = M/D = 1339 lb At = 8.25 Tallow = Ft allow x At x Cd = 6930 lb > 3123.2 lb > T OK 1339 OK Page 26 of 35 Ross Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 client: THE LEREN COMPANY job #: 22012 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 27 of 35 Ross Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 client: THE LEREN COMPANY job #: 22012 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 28 of 35 Ross Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 client: THE LEREN COMPANY job #: 22012 Shear Wall Braced Lines FRONT TO BACK Tributary (%) SIDE TO SIDE Tributary (%) Level Level Label 3 2 1 Label 3 2 1 GRID 1 50 50 GRID C 30 30 30 GRID 5 50 50 50 GRID E 50 50 GRID GRID G 20 20 GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID TOTAL 100 100 50 TOTAL 100 100 30 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 4/18/2022 Doss Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 client: THE LEREN COMPANY job #: 22012 LEVEL 3 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 1 3.59 1.37 32 8.00 Seg. 4 1.00 2.00 1.00 1 79 150 26 150 7.5 4 2 462 264 0 0 134 -289 NOT REQ'D 5 3.59 1.37 38.75 8.00 Seg. 8.75 1.00 0.91 1.00 1 65 150 21 150 7.5 4 2 1011 264 0 0 -250 -599 NOT REQ'D 7.18 2.75 EXISTING CONSTRUCTION IN FRONT TO BACK DIRECTION IS OK BY INSPECTION LEVEL 3 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 C 2.16 1.81 5 8.00 Seg. 2.5 1.00 3.20 0.63 5 302 372 217 521 2 4 2 0 0 2414 1737 HDU4 E 3.59 3.02 11 8.00 Seg. 11 1.00 0.73 1.00 2 229 242 164 288 4 6 4 924 504 0 0 863 350 HDU2 G 1.44 1.21 NO CHANGE- EXISTING OK BY INSPECTION #DIV/0! #DIV/0! #DIV/0! ###### #N/A ###### #N/A 0 0 0 0 #VALUE! #VALUE! NOT REQ'D 7.18 6.03 Doss Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 client: THE LEREN COMPANY job #: 22012 LEVEL 2 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 131 P2 Above Above E T/C W T/C Holdown 1 5.92 3.52 NO CHANGE- EXISTING OK BY INSPECTION #DIV/0! #DIV/0! #DIV/0! ###### #N/A ###### #N/A 0 0 134 -289 #VALUE! #VALUE! NOT REQ'D 5 5.92 3.52 46 8.00 Seg. 22 1.00 0.36 1.00 1 90 150 46 150 1 4 1 1254 228 -250 -599 -385 -1087 NOT REQ'D 11.84 7.03 EXISTING CONSTRUTION IN FRONTTO BACK DIRECTION OK BY INSPECTION LEVEL 2 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 C 3.55 4.31 4 8.00 Seg. 4 1.00 2.00 1.00 5 621 595 646 690 2 4 2 264 264 2414 1737 6989 6512 (2) MSTC48B3/MSTC52 E 5.92 7.18 13.5 8.00 Seg. 13.5 1.00 0.59 1.00 3 307 353 319 383 4 6 4 1134 504 863 350 2247 1832 NOT REQ'D G 2.37 2.87 NO CHANGE- EXISTING OK BY INSPECTION #DIV/0! #DIV/0! #DIV/0! 1 ###### #DIV/0! ###### #DIV/0! 1 4 1 0 36 #VALUE! #VALUE! #VALUE! #VALUE! NOT REQ'D 11.84 14.36 EXISTING CONSTRUCTION AT GRID G OK BY INSPECTION Doss Engineering Design Inc project: HAILE & MENGISTU REMODEL by: RR sheet #: location: 620 VIEW PLACE, EDMONDS, WA date: 4/18/2022 client: THE LEREN COMPANY job #: 22012 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 5 6.65 3.52 NO CHANGE - EXISTING OK BY INSPECTION #DIV/01 #DIV/0! #DIV/01 ###### #N/A ###### #N/A 1 4 1 0 31 -385 -1087 #VALUE! #VALUE! NOT REQ'D 6.65 LEVEL 1 GRID Ve 3.52 SIDE TO SIDE Vw Ltot H Shearwall Design Type Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta E T/C P1 P2 Above W T/C Above E T/C W T/C Holdown C 3.99 4.31 8.75 8.00 Seg. 8.75 1.00 0.91 1.00 3 319 353 295 383 2 4 2 557 254 2200 2200 4222 4031 HDU8 3.99 4.31 v CD m w 0 w m EL: Page 32 of 35 Loads: OL1 - Other Load 1 Results for LC 1, Service Dead 1ST FLOOR OVERTURNING ON BEAMS I TESHOME REMODELA Page 33 of 35 Beam: B45 Shape Group: Glulam_Western Code: AWC NDS-12: ASD Floor: 1ST FLOOR Span: Single Size: 5.5X12FS Fixity: Pinned -Pinned Material: 24F-1.8E DF Balanced Bending: Strong Axis Function: Gravity Geometry: Length = 6.823ft Points (Start to End): N1 to N2 (14,1.10193e-12,0) to (14,6.823,0) Angle: 90 degrees Diagrams for Load Combination 14: ASCE 2.4.1-8 - Load Diagram (Live Load Reduction not shown): Distributed Loads (k/ft), Point Loads (k) 0.134 0.042 0.0a�048 0.0.1R8 0.04 019 0.04 0.048 0.048 0.048 -4. *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: 2.079 0 2.834(a) 0.535(a) 0 J-End: 2.437 0 3.454 0.789 0 Maximum Total I -End Reaction: 3.685k for LC 13 (ASCE 2.4.1-8 +) UPLIFT RESISTED BY Maximum Total J-End Reaction: 5.06k for LC 13 (ASCE 2.4.1-8 +) STRAPS EACH END Maximum Total I -End Uplift Reaction:-1.191k for LC 14 (ASCE 2.4.1-8 -) Maximum Total J-End Uplift Reaction:-2.136k for LC 14 (ASCE 2.4.1-8 -) Shear: 27.1% Capacity at 6.82ft for LC 13 (ASCE 2.4.1-8 +) V = 5.06k at 6.82ft fv = 0.115ksi Fv' = 0.424ksi Wood Shear Factors Fv = 0.23ksi CD = 1.6 Cm = 1 Ct = 1 Ci = 1 Bending: 32.1% Capacity at 4.05ft for LC 13 (ASCE 2.4.1-8 +) M = 13.531 k-ft RB = 2.18182 le -bend Top = 1 ft le -bend Bot = 6.823ft fb = 1.23ksi Fb' = 3.83648ksi Wood Bending Factors Fb = 2.4ksi CD = 1.6 Cm = 1 Ct = 1 Cfu = 1 CL = 0.999084 CF = 1 Cr = 1 CV = 1 RISAFIoor Version 16.0.0.2 [C:1... 1... 1... 1... \2200\22012 Teshome Remodel_LCIICALCSITESHOME REMODEL.rfl] Page 1 EL: Page 34 of 35 Loads: OL1 - Other Load 1 Results for LC 1, Service Dead Jm X 2 X w 1 B9 • m, 2.414k B5 B6 DJ48 DJ47-2.4141, DJ46 B4 DJ45 DJ44 m DJ43 DJ42 DJ41 DJ40 DJ39 B3 H1 F 2ND FLOOR B29 R37 • R33 B34 m B3S B36 • B37 OVERTURNING ON BEAMS TESHOME REMODELA Page 35 of 35 Beam: H2 Floor: 2ND FLOOR Size: W8X24 Material: A572 Gr.50 (Fy = 50ksi) Function: Gravity Shape Group: Wide Flange Span: Single Fixity: Pinned -Pinned Bending: Strong Axis Geometry: Length = 13.1423ft Points (Start to End): N2 to N1 (14,4.067,0) to (14,17.2093,0) Angle: 90 degrees Code: AISC 14th (360-10): ASD Diagrams for Load Combination 13: ASCE 2.4.1-8 + Load Diaaram (Live Load Reduction not shown): Distributed Loads (k/ft). Point Loads (k) Reaction for LC 13: (k) I -End Reaction: Axial: Ok J-End Reaction: Axial: Ok Shear: 1.121 k Shear: 4.381 k Moment: Ok-ft Moment: Ok-ft *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: 2.924 0 3.012(a) 1.324(a) 0 J-End: 6.245 0 4.003 4.594 0 Maximum Total I -End Reaction: 2.388k for LC 14 (ASCE 2.4.1-8 -) Maximum Total J-End Reaction: 4.381 k for LC 13 (ASCE 2.4.1-8 +) NO NET UPLIFT Shear: 11.3% Capacity at 13.14ft for LC 13 (ASCE 2.4.1-8 +) V = 4.381 k at 13.14ft fv = 2.255ksi Vn/om = 38.857k Bending: 25.1% Capacity at 6.71ft for LC 14 (ASCE 2.4.1-8 -) M = 14.479k-ft Cb = 1.01935 LbTop = 0.358975ft LbBot = 13.1423ft fb = 8.331 ksi Mn/om = 57.6347k-ft L-torque = 13 Deflections: 87% Capacity at 6.98ft. (Camber = Oin) PreDL DL LL* DL+LL* SL None Deflection (in): 0.216 0.23 0.341 0.572 0.135 0 Span Ratio 731 685 462 276 1170 10000 RISAFloor Version 16.0.0.2 [C:1... 1...1...1... \2200\22012 Teshome Remodel_LCIICALCSITESHOME REMODEL.rfl] Page 1