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REVIEWED BLD BLD2021-0344+Structural_Calculations+3.8.2021_6.04.52_AM+2079924Page 1 of 26 Ross Engineering Design Inc FIORE KITCHEN REMODEL STRUCTURAL CALCULATIONS IN ACCORDANCE WITH THE 2018 IBC 9401 215TH ST SW, EDMONDS, WA Job Number 21002 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 26 Ross project: FIORE KITCHEN REMODEL by: RR sheet #: Engineering location: 9401 215TH ST SW, EDMONDS, WA date: 2/16/2021 Design client: THE LEREN COMPANY job #: 21002 Inc Gravity Design Page 3 of 26 I I F2 F3 I c I� F 0 I LL I F 5 X I EXF99 F F11 F92 F93 F94 Loads: Envelop Results FOUNDATION KEY PLAN FIORE ADDITION. REV1.rfl Page 4 of 26 J73 J72 J71 J70 EX B1 EX B2 • EX B3 J69 J68 m J67 X W J66 J65 J64 J63 EX30 EX31 ml w J62 J61 • J60 J59 m J58 EX B35 w J57 J56 J55 m X32 EX33 I I J54 m m m m m J53 n W W W W W col J52 w Loads: DL PreComp - PreComposite Dead Load Results for LC 1, Service Dead 1ST FLOOR KEY PLAN FIORE ADDITION. REV1.rfl Page 5 of 26 H1 xl TRUSS9 EX10 EX11 7 F S c m EX12 EX13 = EX B20 M m B14 m H15 X w EX B17 EX B18 SEX 619 Loads: DL PreComp - PreComposite Dead Load Results for LC 1, Service Dead 2ND FLOOR KEY PLAN FIORE ADDITION. REV1.rfl Page 6 of 26 Ross Engineering Design Inc project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH ST SW, EDMONDS, WA date: 2/16/2021 client: THE LEREN COMPANY job #: 21002 Governing Codes General - 2018 International Building Code Wood - ANSI / AF&PA NDS - 2018 ANSI / AF&PA SDPWS - 2018 Loads - ASCE / SEI 7-18 Concrete - ACI 318 - 14 Roof Loads Dead Load On Sheathing On Truss/Rafter On Beam/Girder Min. w/ Uplift For Lateral Roofing 3.50 psf 3.50 psf 3.50 psf 2.00 psf 3.50 psf Sheathing 1.50 1.50 1.50 1.00 1.50 Insulation 1.00 1.00 1.00 Sprinkler Ceiling 2.50 2.50 2.50 Lights 0.50 0.50 0.50 Trusses 4.00 2.00 3.00 Mechanical 1.00 1.00 1.00 Solar M isc 0.50 4.00 4.00 Total 5.50 psf 14.00 psf 18.00 psf 6.00 psf 12.00 psf Snow Load Ground Snow Load Pg = Pg = 20 psf Minimum Roof Snow Load = 25 psf Exposure Factor Ce = Ce = 1.0 Thermal Factor Ct = Ct = 1.0 Slope Factor Cs = Cs = 1.0 0.7CeCtCslsPg Design Roof Snow Load Ps = Ps = 14 psf = 25 psf minumum roof snow load controls Wood Floor Loads Dead Loads Floor Covering Gyperete Sheathing Insulation Sprinkler Ceiling Lights Joist Mechanical Misc Total Live Loads Residential Balcony On Sheathing On Joist/Truss On Beam/Girder For Lateral 2.50 psf 2.50 psf 2.50 psf 2.50 psf 2.50 2.50 2.50 2.50 2.50 2.50 2.50 0.50 0.50 0.50 2.00 2.00 1.00 1.00 1.00 1.00 3.00 1.00 6.00 psf 12.00 psf 12.00 psf 11.00 psf 40 psf 60 psf where applicable Page 7 of 26 Ross project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH ST SW, EDMONDS, WA date: 2/16/2021 Engineering client: THE LEREN COMPANY job #: 21002 Design Inc DECK TYPE MAPS MAIN FLOOR UPPER FLOOR - — 07, I� R444, ROOF Deck Type Joist Floor Truss Rif Label Two W... pelf Wt... duper DL j ksfj Joist Floor 0.009 Truss Roof 01 0.017 Page 8 of 26 Ross project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH ST SW, EDMONDS, WA date: 2/16/2021 Engineering client: THE LEREN COMPANY job #: 21002 Design Inc AREA LOADS MAPS MAIN FLOOR UPPER FLOOR ROOF Area Load Residential Snow Label Additive PreDQ... PostDL... LL[ksf] LL Type Residential D.D4 LL Reduc Snow� D.025 L Page 9 of 26 Company Feb 16, 2021 AM 111RISA JobNuDesigner Checked ed Job Number Checked By:. A NEMETSCHEK COMPANY Model Name Wood Material Properties I hel T,- rhfnhnce Rneniec r:rerle Cm Gmnlf Aln Therm rlencrlr/ff 1 DF#1 Solid -Sawr Visually Graded Dou las Fir -Larch No.1 1 0.3 0.3 0.035 2 DF#2 Solid Sawr Visually Graded Douglas Fir -Larch No.2 1 0.3 0.3 0.035 3 HF#2 Solid Sawr Visually Graded Hem -Fir No.2 1 0.3 0.3 0.035 4 HF STUD Solid Sawr 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 4F-1.8E DF Unbalanced 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 w.il Fv rlrcil Fr rlrcil F M-il POr rlrcil Tvne r1F 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 Visually- 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 ohel AAeferiel Tine n-L- I I n hro nM rffl KA-Cnenrm 1 None Wood Deck 0 in 50 50 2 Joist Floor Wood Deck 0.8 in 50 50 3 Truss Roof Wood Deck 0.5 in 50 50 Deck Loads I ehel TunW- Self%A/f &efl Q,,-r rll rlrefl r,-& rll &efl Cnnef I I ri-fi 1 None 2.917e-6 0 0 0 2 Joist Floor 0.002 0.009 0 0 3 Truss Roof 0.001 0.017 0 0 RISAFIoor Version 15.0.1 [C:1... 1... 1... 1... \2100\21002 Fiore Addition_LCIIREV1ICALCSIFIORE ADDITION.REV1.rfl1 Page 1 Page 10 of 26 111RISA A NEMETSCHEK COMPANY Company Feb 16, 2021 Designer 11:58 AM Job Number Checked By:. Model Name Design Deflection Parameters I h.1 n1 rloflrinl ni R.+in I I rleflnl I I Pn+in r11 4.11 nleflnnl r)1 4.11 R r`n+cnnry rleflrinl Rn+in r`nfamnr rlomw 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 Line Loads: FOUNDATION Start Point End Point Start PreD... End PreDIL...Start PostDL ... End PostD... Start L /ft End LL[ktftl ILL Type St D n Load k/ft End D n Load k/ft No Data to Print ... Line Loads : 1 ST FLOOR Start Point End Point Start PreD... End PreDL[...Start PostDL[... End PostlD Start LL[klft] End LL[k/ft] ILL Type St Dy Load[klft] End D n Load k/ft No Data to Print ... Line Loads: 2ND FLOOR Q+or+ Dnin+ Gnrl Dnin+ Q+or+ Dran GnA Dmni r Q+or+ Dno+ni r Gnrl Dn +n Q+or+ I I rtrlffl Gnrl I I rlrB+l I I T,,— Q+ ruin I no rlrlr/f+1 Gnrl rlvn I —IN4+1 1 N22 N30 0.05 0.05 LL-Non 2 N30 N5 0.05 0.05 LL-Non 3 N5 N21 0.05 0.05 LL-Non 4 N21 N22 0.05 0.05 LL-Non Line Loads: ROOF Start Point End Point Start PreD... End PreDL ...Start PostDL ... End PostD... Start LL k/ft End LL k/ft LL Type St D n Load k/ft End D n Load k/ft No Data to Print ... RISAFIoor Version 15.0.1 [C:1... 1... 1... 1... \2100\21002 Fiore Addition_LCIIREV1ICALCSIFIORE ADDITION.REV1.r`I1 Page 2 Page 11 of 26 Company Feb 16, 2021 AM 111RISA JobNuDesigner Checked ed Job Number Checked By:. A NEMETSCHEK COMPANY Model Name 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 Yes DL 1 2 Service Dead + Live Yes DL 1 LL 1 3 Service D+ S Yes DL 1 SL 1 4 Service D + L + S Yes DL 1 LL 0.75 SL 0.75 Combination Design I nhcl ASIF rn Ccrvirc 14nt Pnllcrl rnW Fnrmn Wnnrl Wnnrl Prnri rnnrrctc Moennry rn nnarfi nn 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 Exlplick Material Bending C... Loc 8 LC Defl Check Loc ft Cat Shear Check Lodft LC No Data to Print ... Beam Code Summary for Wood: 1ST FLOOR I nhal gi7P FYnliH Material Renriinrr r I nrrffl I C nt fl Chark I rrrffl rat Shear Chark I nrlftl I C 1 EX 131 Not Designed No RIGID No Calc 0 0 N/A No Calc 2 EX B2 Not Designed No RIGID No Calc I 1 0 0 N/A No Calc 3 EX B3 Not Designed No RIGID No Calc 0 0 N/A No Calc 4 EX B4 Not Designed No RIGID No Calc 0 0 N/A No Calc 5 EX B5 Not Designed No RIGID No Calc 0 0 N/A No Calc 6 EX B6 Not Designed No RIGID No Calc 0 0 N/A No Calc 7 EX B7 Not Designed No RIGID No Calc 0 0 N/A No Calc 8 J52 2X10 No HF#2 0.522 4.998 2 0.239 4.998 LL 0.222 9.995 2 9 J53 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 10 J54 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 11 J55 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 12 J56 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 13 J57 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 14 J58 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 15 J59 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 16 J60 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 17 J61 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 18 J62 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 19 J63 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 20 J64 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 21 J65 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 22 J66 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 23 J67 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 24 J68 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 25 J69 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 26 J70 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 27 J71 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 28 J72 2X10 No HF#2 0.603 4.998 2 0.279 4.998 LL 0.257 9.995 2 RISAFIoor Version 15.0.1 [C:1..A... 1... 1... \2100\21002 Fiore Addition_LCIIREV1ICALCSIFIORE ADDITION.REV1.rfl] Page 3 Page 12 of 26 Company Feb 16, 2021 AM 111RISA JobNuDesigner Checked ed Job Number Checked By:. A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: 1ST FLOOR (Continued) I nhol Ci,c Fvnlirh RA.f-i.l P-Iinn r I -rRl I C n fi Chcnlr I n rfn r of Chem Chcnlr I nnrRl 1 C 29 J73 2X10 No HF#2 0.522 4.998 2 0.239 4.998 LL 0.222 9.995 2 30 EX30 Not Designed No RIGID No Cale 0 0 N/A No Calc 31 EX31 Not Desicined No RIGID No Calc 0 0 N/A No Calc 32 EX32 Not Designed No RIGID No Calc 0 0 N/A No Calc 33 EX33 Not Desicined No RIGID No Calc 0 0 N/A No Calc 34 EX B34 Not Designed No RIGID No Calc 0 0 N/A No Calc 35 EX B35 Not Desi ned No RIGID No Calc 0 0 N/A No Calc 36 EX B36 Not Designed No RIGID No Calc 0 0 N/A No Calc 37 EX B37 Not Desicined No RIGID No Calc 0 0 N/A No Calc 38 EX B38 Not Designed No RIGID No Calc 0 0 N/A No Calc 39 EX B39 Not Desi ned No RIGID No Calc 0 0 N/A No Calc 40 EX B40 Not Designed No RIGID No Calc 0 0 N/A No Calc 41 EX B41 Not Desi ned No RIGID No Calc 0 0 N/A No Calc 42 EX B42 Not Designed No RIGID No Calc 0 0 N/A No Calc 43 EX B43 Not Desi ned No RIGID No Calc 0 0 N/A No Calc 44 EX B44 Not Designed No RIGID No Calc 0 0 N/A No Calc 45 EX B45 Not Designed No RIGID No Calc 0 0 N/A No Calc 46 EX B46 Not Designed No RIGID No Calc 0 0 N/A No Calc 47 EX B47 Not D esia ned No RIGID No Calc 0 0 N/A No Calc 48 EX B48 Not Designed No RIGID No Calc 0 0 N/A No Calc 49 EX B49 Not Designed No RIGID No Calc 0 0 N/A No Calc 50 EX B50 Not Desi ned No RIGID No Calc 0 0 N/A No Calc Beam Code Summary for Wood: 2ND FLOOR I nhnl Simon P-H iF Un+arinl Penrlinn C I nnrfn I C r1cA Chcnlr I nnrHl Cnf Chem Chcrlr I norm 1 C 1 H1 4X8 No DF#2 0.032 1.542 3 0.036 0 DL 0.041 3.083 3 2 H2 4X8 No DF#2 0.106 1.542 0.036 0 DL 0.135 3.083 3 3 H3 4X8 No DF#2 0.437 3.125 3 0.189 3.125 DL+LL 0.273 6.25 3 4 H4 4X8 No DF#2 0.106 1.542 3 0.036 0 DL 0.135 3.083 3 5 H5 4X8 No DF#2 1 0.056 1.125 3 0.036 0 DL 0.098 2.25 3 6 B4 5.25X9.25FS Yes PARALL... 0.464 6.094 2 0.612 6.094 LL 0.309 0 2 7 TRUSS8 Not Desi ned No RIGID No Calc 0 0 N/A No Calc 8 TRUSS9 Not Designed No RIGID No Calc 0 0 N/A No Calc 9 EX10 Not Desi ned No RIGID No Calc 0 0 N/A No Calc 10 EX11 Not Designed No RIGID No Calc 0 0 N/A No Calc 11 EX12 Not Desi ned No RIGID No Calc 0 0 N/A No Calc 12 EX13 Not Designed No RIGID No Calc 0 0 N/A No Calc 13 B13 3.5x9.25FS No PARALL... 0.875 2.629 4 0.627 3.114 DL+LL 0.649 0 4 14 B14 3.5x9.25FS No PARALL... 0.571 4.972 4 0.606 4.372 DL+LL 0.628 8.229 4 15 H15 4X8 No DF#2 0.201 3.125 3 0.087 3.125 DL+LL 0.126 6.25 3 16 EX B16 Not Designed No RIGID No Calc 0 0 N/A No Calc 17 EX B17 Not Designed No RIGID No Calc 0 0 N/A No Calc 18 EX B18 Not Designed No RIGID No Calc 0 0 N/A No Calc 19 EX B19 Not Designed No RIGID No Calc 0 0 N/A No Calc 20 EX B20 Not Desi ned No RIGID No Calc 0 0 N/A No Calc RISAFloor Version 15.0.1 [C:1... 1... 1... 1... \2100\21002 Fiore Addition_LUREV1ICALCSIFIORE ADDITION.REV1.rfl] Page 4 Page 13 of 26 Company Feb 16, 2021 AM 111RISA JobNuDesigner Checked ed Job Number Checked By:. A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: ROOF Label Size Explick Material Bending C... Loo ft LC Defl Check Loc ft Cat Shear Check Lodft LC No Data to Print ... Wood Column Code Checks Sfack I ift Shares Cnrfa Ch Flavrffl 1 (: Shear r..h Flavrffl Nr I (. Fr' rka Ft' rkcil Fh1' rkcil Fh7 rkcil Fv' rka Fnn 1 P1 1 3X3 0.593 4 3 0 4 z 4 1.265 0.992 1.552 1.552 0.207 3.6.3 2 2 2-2X4 0.723 11.75 3 0 11.75 z 4 0.438 0.506 0.851 0.854 0.172 3.6.3 3 P2 1 3X3 0.866 4 2 0 4 z 4 1.169 0.863 1.35 1.35 0.18 3.6.3 4 2 2-2X4 0.608 11.75 2 0 11.75 z 4 0.424 0.44 0.741 0.743 0.15 3.6.3 5 P3 1 4X4 0.278 4 4 0 4 z 4 1.2 0.724 1.173 1.173 0.138 3.6.3 6 2 2-2X4 0.834 11.75 4 0 11.75 z 4 0.438 0.506 0.851 0.854 0.172 3.6.3 7 P3 1 4-2X6 0.601 11.75 4 0 11.75 z 4 0.552 0.46 0.775 0.776 0.172 3.6.3 8 P4 1 2-2X4 0.138 11.75 3 0 11.75 z 4 0.438 0.506 0.851 0.854 0.172 3.6.3 9 P5 1 2-2X4 0.213 11.75 3 0 11.75 z 4 0.438 0.506 0.851 0.854 0.172 3.6.3 10 P6 1 2-2X4 0.213 11.75 3 0 11.75 z 4 0.438 0.506 0.851 0.854 0.172 3.6.3 11 P7 1 4-2X6 0.509 11.75 2 0 11.75 z 4 0.48 0.4 0.674 0.675 0.15 3.6.3 12 P9 1 2-2X4 0.988 11.75 4 0 11.75 z 4 0.438 0.506 0.851 0.854 0.172 3.6.3 13 P10 1 3-2X4 0.802 11.75 4 0 11.75 z 4 0.372 0.506 0.853 0.854 0.172 3.6.3 14 P11 1 2-2X4 0.1 11.75 3 0 11.75 z 4 0.438 0.506 0.851 0.854 0.172 3.6.3 15 P12 1 2-2X4 0.1 11.75 3 0 11.75 z 4 0.438 0.506 0.851 0.854 0.172 3.6.3 16 EXP13 1 4X4 0.066 11.75 3 0 11.75 z 4 0.475 0.724 1.173 1.173 0.138 3.6.3 17 EXP14 1 4X4 0.136 11.75 3 0 11.75 z 4 0.475 0.724 1.173 1.173 0.138 3.6.3 18 EXP15 1 4X4 0.112 11.75 3 0 11.75 z 4 0.475 0.724 1.173 1.173 0.138 3.6.3 RISAFIoor Version 15.0.1 [C:1... 1... 1... 1... \2100\21002 Fiore Addition_LUREV1ICALCSIFIORE ADDITION.REV1.rfI1 Page 5 Page 14 of 26 Ross Engineering Design Inc project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401215TH STSW, EDM0NDS, WA date: 2/16/2021 client: THE LEREN COMPANY job #: 21002 Footings Allowable Bearing = 2000 psf Footing Max Base Bottom Start Material Material Width Result Footing St Loc [ft] End Loc [ft] Length [ft] Reaction[k] Label Top Floor Floor Point End Point Type Set (in) (psf) Check F1 31.188,53.083 33.188,53.083 3.5 11.75 F1 FOUNDATION Base N1 N2 Concrete Conc250ONV\ 24 1678 0K F2 33.188,53.083 38.541,53.083 5.4 2.65 F2 FOUNDATION Base N2 N3 Concrete Conc250ONV\ 16 371 OK F3 38.541,53.083 42,53.083 3.5 1.81 F3 FOUNDATION Base N3 N4 Concrete Conc2500MA 16 392 OK F4 42,53.083 42,49.006 4.1 3.32 F4 FOUNDATION Base N4 N5 Concrete Conc2500MA 16 610 OK F5 42,49.006 42,42.913 6.1 5.15 F5 FOUNDATION Base N5 N6 Concrete Conc250ONV\ 16 634 OK F6 42,42.913 42,34.565 8.3 7.51 F6 FOUNDATION Base N6 N7 Concrete Conc250ONV\ 16 675 OK F7 42,34.565 42,28.21 6.4 5.26 F7 FOUNDATION Base N7 N8 Concrete Conc250ONV\ 16 621 OK F8 42,28.21 42,23.25 5.0 4.39 F8 FOUNDATION Base N8 N9 Concrete Conc250ONV\ 16 664 OK F9 21.567,47.542 23.567,47.542 2.0 5.08 F9 FOUNDATION Base N10 N11 Concrete Conc250ONV\ 24 1270 OK F10 18.088,35.438 20.088,35.438 2.0 7.18 F10 FOUNDATION Base N12 N13 Concrete Conc2500NV\ 24 1795 OK F11 31.188,23.25 33.188,23.25 3.00 10.63 F11 FOUNDATION Base N14 N15 Concrete Conc2500MA 30 1417 OK F91 10.232,23.25 10.232,20.649 2.6 2.06 F91 FOUNDATION Base N48 N49 Concrete Conc250ONV\ 12 790 OK F92 10.232,20.64914.325,20.649 4.0 7.55 F92 FOUNDATION Base N49 N50 Concrete Conc250ONV\ 12 1888 OK F93 14.325,20.64918.095,20.649 3.8 1.70 F93 FOUNDATION Base N50 N51 Concrete Conc250ONV\ 12 451 OK F94 18.095,20.649 22,20.649 3.9 2.72 F94 FOUNDATION Base N51 N52 Concrete Conc250ONV\ 12 695 OK F95 11.667,27.29213.667,27.292 2.0 4.47 F95 FOUNDATION Base N53 N54 Concrete Conc2500MA 24 1118 OK F96 19.896,23.25 21.896,23.25 3.2 6.29 F96 FOUNDATION Base N57 N58 Concrete Conc2500MA 12 1964 OK EX F 99 10.232,23.25 19.896,23.25 8.5 5.22 EX F 99 FOUNDATION Base N48 N57 Concrete Conc250ONV\ 12 614 OK Page 15 of 26 Ross project: FIORE KITCHEN REMODEL by: RR sheet #: Engineering location: 9401 215TH ST SW, EDMONDS, WA date: 2/16/2021 Design client: THE LEREN COMPANY job #: 21002 Inc Lateral Design Page 16 of 26 Ross Engineering Design Inc project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH ST SW, EDMONDS, WA date: 2/16/2021 client: THE LEREN COMPANY job #: 21002 ASCE 7 Seismic Design Parameters Risk Category: II IBC Table 1604.5 Importance Factors ASCE Table 1.5-2 Seismic, IE = 1.00 Site Soil Class: D ASCE Table 20.3-1 Or Geotechical Response Accelerations: For Lattitude = 1.27 degrees Recommendation & Longitude = 0.496 degrees https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=47.804&longitude=-122.359&riskCategory=II&siteClass=D&title=Example Mapped spectral response acceleration Ss= 1.27 g site -specific S1= 0.496 g site -specific Fa = 1.00 IBC Table 1613.3.3(1) Fv= 1.50 IBC Table 1613.3.3(2) Maximum spectral response acceleration IBC 1613.3.3 Sms = FaSs = 1.27 g SM1= FvS1= 0.746 g Design spectral response acceleration IBC 1613.3.4 SDS = (2/3) Sens = 0.845 g SD1 = (2/3) Sm1 = 0.497 g Seismic Design Category: Based on Sps = D IBC Table 1613.3.5(1) Based on SD1 = D IBC Table 1613.3.5(2) Controlling Category = D Building Period: Structure Type = 4 1- Steel moment resisting frame ASCE 12.8.2.1 Building Height hn = 17 ft 2 - Concrete moment reisisting frame Ct = 0.02 3 - Eccentrically braced steel frame x = 0.75 4 - All other structural systems Approximate fundamental period Ta = Ct x hxn = 0.17 seconds Response Coefficient: R = 6.50 ASCE Table 12.2-1 Wo = 3.00 Cs = SDs/(R/IE) = 0.130 ASCE 12.8.1.1 Cs(max) = SD1/(RTjIE) = 0.457 CS(min) = 0.010 Controlling Cs = 0.130 Seismic Design Force: V = CSW = 0.130 W (ult) ASCE 12.8.1 V = CsW/1.4 = 0.093 W (asd ) rho = 1.0 Base Shear = 7.6 Kips 2/16/2021 Page 17 of 26 Ross Engineering Design Inc project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH ST SW, EDMONDS, WA date: 2/16/2021 client: THE LEREN COMPANY job #: 21002 Seismic Story Shear Story Weights Level 2 Level 1 Story Shear CS = Roof 12.0 psf 775 sq ft 9.3 Exterior Wall Above 0.0 plf 0 ft 0.0 Exterior Wall 40.0 plf 112 ft 4.5 Interior Wall Above 0.0 psf 0 sq ft 0.0 Interior Wall 5.0 psf 775 sq ft 3.9 Low Roof 0.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 Floor 11.0 psf 775 sq ft 17.7 k 8.5 Exterior Wall Above 40 plf 112 ft 4.5 Exterior Wall 40 plf 144 ft 5.8 Interior Wall Above 5.0 psf 775 sq ft 3.9 Interior Wall 5.0 psf 775 sq ft 3.9 Low Roof 12.0 psf 1210 sq ft 14.5 Other psf sq ft 0.0 41.0 k 0.130 (ult ) Height Weight Ve Level hx (ft) wx (k) hXwX Fx (k) 2 17.00 17.7 300 3.65 1 8.00 41.0 328 3.99 Total = 58.7 628 7.63 Base Shear V = 7.63 k Vtota, = CS x EwX = 7.63 k Fx = Vtotal x hXwX / Y-hXwX Diaphragm Shear SAS = 0.845 IC = 1.00 Level Weight wi (k) Sw; Story Shear F; (k) SF; Dia. Shear FpX (k) Max Fpx (k) Min FpX (k) Controlling Fpx (k) 2 17.7 17.7 3.65 3.65 3.65 5.97 2.98 3.65 1 41.0 58.7 3.99 7.63 5.34 13.88 6.94 6.94 Max Fpx=0.40xIPxSDSxW; Min Fpx=0.20xIPx = SIDS xWi= 0.34 x w; 0.17 xwi Page 18 of 26 Ross Engineering Design Inc project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH STSW, EDM0NDS, WA date: 2/16/2021 client: THE LEREN COMPANY job #: 21002 ASCE 7 Wind Design Parameters Risk Category II Design Wind Speed V 110 mph Exposure Category B Enclosure Classification Enclosed K,t Topographic Factor 1.0 Kd Directionality Factor 0.85 (Building CC) Hurricane Region w/ V > 100 mph? No Wind Loads, Components and Cladding ASCE 7 Section 30.4, h<60ft Height h, z 17 ft Roof Slope = 18 Degrees Slope Reduction Factor = 1 Applied to GCp; Velocity Pressure Coefficient a 7 z 30 zg 1200 Kh,z = 2.01(z/zg)2/e = 0.70 Velocity Pressure q,,h = 0.0026K,K,tKdV2 = 18.4 psf GCp; Internal Pressure Coeffecient 0.18 +/- Design Wind Pressure p = q,,h(GCp - GCp;) psf Zone 4, 5 Zone 4 Zone 5 Zone 4, 5 Zone 4 Zones Area Gcpi (+) Gcpi (-) Gcpi (-) p inward p outward p outward 10 1.000 -1.100 -1.400 21.8 -23.6 -29.1 20 0.947 -1.047 -1.294 20.8 -22.6 -27.2 50 0.877 -0.977 -1.153 19.5 -21.3 -24.6 100 0.823 -0.923 -1.047 18.5 -20.4 -22.6 150 0.792 -0.892 -0.985 17.9 -19.8 -21.5 200 0.770 -0.870 -0.941 17.5 -19.4 -20.7 300 0.739 -0.839 -0.878 17.0 -18.8 -19.5 500 0.700 -0.800 -0.800 16.2 -18.1 -18.1 IBC Table 1604.5 Figure 26.5-1 Section 26.7 Section 26.10 Figure 26.8-1 Table 26.6-1 Table 30.3-1 Equation 30.3-1 Table 26.11-1 Figure 30.4-1, Equation 30.4-1 Page 19 of 26 Ross Engineering Design Inc project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH ST SW, EDMONDS, WA date: 2/16/2021 client: THE LEREN COMPANY job #: 21002 Wind Loads Main Wind Force Resisting System ASCE 7 - Method 2 per Figure 28.6-1 Wind Criteria Risk Category: II Wind, IW = 1.00 Hurricane Region w/ V > 100 mph? No I = 1.00 Basic Wind Speed (V) (ult) = 110 mph Kt = 1.00 Exposure = B Roof Angle = 18 deg Average Roof Height = 12 ft Plate Height (H) = 17 ft Least Horiz Dimension (L) = 30 ft 0.10L = 3 ft 0.4(H) 5 ft a min = max of 3ft or 0.04L = 3 ft a = 3 ft 2a = 6.0 ft Simplified Design Wind Pressure Load Case 1 Load Case 2 IMinimurn lControlling Zone IP530 (Psf) I P5 (Psf) P731(psf) F P5 (psf) I P5 (Psf) P5 (Psf) A 24.1 24.1 0.0 0.0 16.0 24.1 B -8.0 -8.0 0.0 0.0 8.0 8.0 C 16.0 16.0 0.0 0.0 16.0 16.0 D -4.6 -4.6 0.0 0.0 8.0 8.0 E -23.1 -23.1 0.0 0.0 --- ---- F -15.1 -15.1 0.0 0.0 --- ---- G -16.0 -16.0 0.0 0.0 --- ---- H -11.5 -11.5 0.0 0.0 --- ---- EoH -32.3 -32.3 0.0 0.0 --- ---- GoH -25.3 -25.3 0.0 0.0 --- ---- 2/16/2021 Page 20 of 26 Ross Engineering Design Inc project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH STSW, EDMONDS, WA date: 2/16/2021 client: THE LEREN COMPANY job #: 21002 Wind Story Shear FRONT TO BACK Zone A Zone B Zone C Zone D 24.1 p,(psf) 8 ps(psf) 16 p,(psf) 8 p,(psf) Level Area (ft2) Area (ft2) Area (ft2) Area (ft2) V,,, (K) 2 0.00 1 49 60 300 115 7.38 SIDE TO SIDE Zone A 24.1 ps(psf) Level Area (ft2) Zone B 8 ps(psf) Area (ft2) Zone C 16 ps(psf) Area (ft2) Zone D 8 ps(psf) Area (ft2) VW (K) 2 0.00 1 106 50 394 160 10.54 A35 I I A35 B 25 D 80 C 394 D 80 B 25 A1$ A18 2/16/2021 Page 21 of 26 Ross Engineering Design Inc project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH ST SW, EDMONDS, WA date: 2/16/2021 client: THE LEREN COMPANY job #: 21002 Story Shear Summary FRONT TO BACK Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 2 3.65 3.65 0.00 0.00 1 3.99 7.63 7.38 7.38 SIDE TO SIDE Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 2 3.65 3.65 0.00 0.00 1 3.99 7.63 10.54 10.54 2/16/2021 Page 22 of 26 Ross Engineering Design Inc project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH STSW, EDMONDS, WA date: 2/16/2021 client: THE LEREN COMPANY job #: 21002 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 3.65 53 < 177 OK 24.0 Wind 0.00 0 < 246 OK SIDE TO SIDE Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 3.65 Wind 0.00 32.0 Check Tyical Chord For Maximum Force Vmax (ult) = 2.55 k (asd) Diaphragm Width = 32.0 ft Diaphragm Depth = 24.0 ft Plate Size 2x6 Ft allow = 525 psi Chord Splice Capacity = (16) 16d nails = 16 x 122 lb x 1.6 = 40 < 177 OK 0 < 246 OK M = 10.21 kft T = M/D = 425 lb At = 8.25 Tallow = Ft allow x At x Cd = 6930 lb > 3123.2 lb > T OK 425 OK Page 23 of 26 Ross Engineering Design Inc project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH STSW, EDM0NIDS, WA date: 2/16/2021 client: THE LEREN COMPANY job #: 21002 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 24 of 26 Ross Engineering Design Inc project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH STSW, EDMONDS, WA date: 2/16/2021 client: THE LEREN COMPANY job #: 21002 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' (Ib) 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 25 of 26 Ross Engineering Design Inc project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH ST SW, EDMONDS, WA date: 2/16/2021 client: THE LEREN COMPANY job #: 21002 Shear Wall Braced Lines FRONT TO BACK Label GRID C GRID GRID GRID GRID GRID GRID GRID GRID GRID TOTAL SHEARWALL DESIGN Tributary (%) Level 2 0 0 1 20 FIE 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 GRID 3 GRID GRID GRID GRID GRID GRID GRID GRID GRID TOTAL ve= vw = vea= vwa= Tr = La = Ta = P1 = P2 = T= C= Tributary M Level 2 1 20 0 0 20 Design seismic shear on the design panel (plf) Design wind shear on the design panel (plf) Allowable seismic shear of the design panel (plf) Allowable wind shear of the design panel (plf) Tributary roof/floor (ft) Adjacent wall length (ft) Adjacent tributary roof/floor (ft) Design panel weight (lb) Adjacent wall weight (lb) Overturning tension (lb) Overturning compression (lb) 2/16/2021 Doss Engineering Design Inc project: FIORE KITCHEN REMODEL by: RR sheet #: location: 9401 215TH ST SW, EDMONDS, WA date: 2/16/2021 client: THE LEREN COMPANY job #: 21002 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 C 1.53 1.48 8 8.00 SeR. 4 1.00 2.00 1.00 3 134 353 111 383 1 4 1 221 221 0 0 737 555 STHD14 1.53 1.48 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 3 1.53 2.11 7 8.00 Seg. 7 1.00 1.14 1.00 2 153 242 181 288 1 4 1 386 221 0 0 807 1031 STHD14 1.53 2.11 v CD m N O1 O_ N m