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REVIEWED BLD2022-1025+Structural_Calculations+8.3.2022_8.10.06_AM+3029367Page 1 of 42 Ross Engineering Design Inc DUFFY RESIDENCE STRUCTURAL CALCULATIONS IN ACCORDANCE WITH THE 2018 IBC 23511 74TH AVE W, EDMONDS, WA Job Number 21018 8.1.2022 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 42 Ross project: DUFFY RESIDENCE by: RR sheet #: Engineering location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 Design client: THE LEREN COMPANY job #: 21018 Inc Gravity Design _�° r. I Page 3 of 42 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 Governing Codes General - 2018 International Building Code Wood - ANSI / AF&PA NDS - 2018 ANSI / AF&PA SDPWS - 2018 Loads - ASCE / SEI 7-18 Concrete - ACI 318 - 14 Roof Loads Dead Load On Sheathing On Truss/Rafter On Beam/Girder Min. w/ Uplift Roofing 3.50 psf 3.50 psf 3.50 psf 2.00 psf Sheathing 1.50 1.50 1.50 1.00 Insulation 1.00 1.00 1.00 Sprinkler Ceiling 2.50 2.50 Lights 0.50 0.50 Trusses 4.00 2.00 Mechanical 1.00 1.00 Solar M isc 0.50 4.00 4.00 _ Total 5.50 psf 14.00 psf 18.00 psf 6.00 psf Snow Load Ground Snow Load Pg = Pg = 20 psf Minimum Roof Snow Load = 25 psf Exposure Factor Ce = Ce = 1.0 Thermal Factor Ct = Ct = 1.0 Slope Factor Cs = Cs = 1.0 0.7CeCtCslsPg Design Roof Snow Load Ps = Ps = 14 psf = 25 psf minumum roof snow load controls Wood Floor Loads Dead Loads On Sheathing On Joist/Truss On Beam/Girder For Lateral Floor Covering 2.50 psf 2.50 psf 2.50 psf 2.50 psf Gyperete Sheathing 2.50 2.50 2.50 2.50 Insulation Sprinkler Ceiling 2.50 2.50 2.50 Lights 0.50 0.50 0.50 Joist 2.00 2.00 Mechanical 1.00 1.00 1.00 M isc 1.00 3.00 1.00 Total 6.00 psf 12.00 psf 12.00 psf 11.00 psf Live Loads Residential 40 psf Balcony 60 psf where applicable For Lateral 3.50 psf 1.50 2.50 0.50 4.00 1.00 13.00 psf Page 4 of 42 Ross project: DUFFY RESIDENCE by: RR sheet #: Engineering location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 Design client: THE LEREN COMPANY job #: 21018 Inc DECK TYPE MAPS MAIN FLOOR ROOF — r III I III �I C I LOFT ROOF Deo,. Type Joist Floor Truss Roof Rafter Roof Label Material Type Deck Joist Floor Wood Deck 0.8 in Truss Roof Wood Deck 0.5 in Rafter Roof Wood Deck 0.5 in Page 5 of 42 Ross project: DUFFY RESIDENCE by: RR sheet #: Engineering location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 Design client: THE LEREN COMPANY job #: 21018 Inc AREA LOADS MAPS MAIN FLOOR ROOF - - --------- - ----------- LOFT ROOF L�JJ Are9 LC9d ReMdErtial B91ocry Sr-,v Label Additive PreDL[... I PostDL... 1 LL[ksf] 1 LL Type Residential ❑ 0.04 LL-Reduc- Balcony ❑ 0.06 LL-Reduc- Snow ❑ 0.025 SL Loads: DL PostComp - PostComposite Dead Load Results for LC 1, ASCE 2.4.1-1 H1 H2 H8 IN J28 J196 6�2 J61 J60 m J59 0 J58 m J57 J27 ica � J55 J88 J87 J86 J85 J84 J83 J82 am J81 = J80 J79 J43 J108 J107 J106 J105 J104 J103 J102 i J101 iron = J54 I J98 J53 DE24 ■ J52 5 — J151 J232 J231 J138 J150 J230 J149 J229 J148 J228 J227 J147 J226 J146 N J225 N J145 o 0 = J223 J144 J222 J143 J221 J142 J220 J219 J141 J218 J140 J217 H7 J13 J139 = � _J44 oM �M MIn In In N � J137 N �oornO40 OOO v "cj �N�3m3� InInN 0001 mJ9l3itf7■ ■ DB15 DB18 DB13 �J92 MAIN FLOOR KEY PLAN H1 Loads: DL PostComp - PostComposite Dead Load Results for LC 1, ASCE 2.4.1-1 TRUSS25 TRUSS26 H11 — H10 T�I ICC'14 H2 TRUSS32 J33 J45 J44 J43 J42 TRUSS31 TRUSS29 R109 R126 R108 R125 R107 R124 m R106 m R123 v m R105 00 R122 m R104 R121 R103 R120 R102 R119 B14 ■ ■ KEY PLAN H3 RUSS411 H8 x Lo x I I H6 B19� o N . v .. r. .. r m x of co x x co � co of � � o Of � x� v Of � Of of � x B20 00 m 2 W N m of 0) 0 of of B22 of �I of f of BAl+l ■ DUFFY REMODEL.rn Loads: DL PostComp - PostComposite Dead Results for LC 1, ASCE 2.4.1-1 H4 H5 H6 LOFT ROOF KEY PLAN DUFFY REMODELA Page 9 of 42 Company Mar 16, 2021 Desoner AM IIRISAO Job Num 11:28 ed ob Number Checked By: A NEMETSCHEK COMPANY Model Name Wood Material Properties I nhcl Tvnc rhfohnen Sncrix (:rnrlc Cm Fmnrl Ahi The m namrk/ft 1 DF#1 Solid Sawr Visually Graded Dou la's 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 i NDS Table 5A 24F-1.8E DF BAL na 1 0.3 0.3 0.035 6 41F-1.8E DF Unbalanced Glulam NDS Table 5A 24F-1.8E DF UNBAL na 1 0.3 0.3 0.035 7 KING BEAM Custom N/A King Beam na 1 0.3 0.3 0.035 8 PARALLAM SCL TrusJoist 2.0E DF Parallam PSL na 1 0.3 0.3 0.035 9 LVL SCL TrusJoist 1.9E TimberStrand LSL na 1 0.3 0.3 0.035 10 PT 4x Post Custom N/A PT 4x Post na 1 0.3 0.3 0.035 11 PT 6x Post Custom N/A PT 6x Post na 1 0.3 0.3 0.035 12 PT 10 Custom N/A PT 10" na 1 0.3 0.3 0.06 13 PT 12 Custom N/A PT 12" na 1 0.3 0.3 0.06 14 PT 6x12 Custom N/A PT 6x12 max na 1 0.3 0.3 0.035 15 PT 6x16 Custom N/A PT 6x16 max na 1 0.3 0.3 0.035 16 RIGID Custom N/A RIGID na 1 0.3 0.3 0.035 Custom Wood Properties I AhAI Ph rkcl Ft fkcil Fv fkcil Fr. rkcil F fkcil Fns fkcil Tuna (,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 1.9 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 T mberStrand_1.55E_2325F 2.325 1.07 0.31 2.05 1550 1038.5 SCL 7 LSL TimberStrand_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 Visually... 10 PT 6x Post 0.46 0.3 0.112 0.46 1045 380 Visually... 11 PT 10" 0.748 0.42 0.12 1.04 1235 447 Visually... 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 Visually... 14 PT 6x16 max 0.525 0.28 0.112 0.4 1045 380 Visually... 15 RIGID 1000 1000 1000 1000 le+6 le+6 Usually... Hot Rolled Steel Properties I nhAI F fksil A rkzil Nil Tharm (11F5 Fl nansihdk/ft^.41 Yia1(Irkzl Rv Piirksil 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 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1 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 RISAFloor Version 15.0.1 [CA ... 1... 1... 1... \2100\21018 Duffy Rem odel_LCIICALCSIDUFFY REMODEL.rfl] Page 1 Page 10 of 42 Company Mar 16, 2021 DesonerAM IIIRISAO Job Number Checked ed Job Number Checked By: A NEMETSCHEK COMPANY Model Name Deck General Properties I nhal KAntarini Tvnn nark I In Fen rMrftl Hay Rnanrftl 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 4 Rafter Roof Wood Deck 0.5 in 50 50 Deck Loads I nhal Tum Wav CalflNt rkcfl Ciin" nl rkcfl (nnct nI rvcfl (nnct I I rkcfl 1 I None 2.917e-6 0 0 0 2 Joist Floor 0.002 0.009 0 0 3 Truss Roof 0.001 0.017 0 0 4 Rafter Roof 0.001 0.013 0 0 Design Deflection Parameters I nhal nl naflrinl nl Patin I I naflrnl I I Patin nl +I I naflrinl nl +I I P r:atannry namml Patin r'.ntizmrx/ nnflrinl Patin 1 GENERAL 360 360 1 240 SL 360 None 360 2 2x4 360 360 240 SL 360 None 360 3 2x6 360 360 240 SL 360 None 360 4 2x8 360 360 240 SL 360 None 360 5 1 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 SCLFLUSHBEAM 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 DECK BM 360 360 240 SL 360 None 360 Uniform Area Loads I nhal Arlrl4iva Pranl rkcfl Pnctnl rkcfl I I rkcfl I I Tuna \A rkcfl nvn I nnrlrkcfl 1 None LL-Reduce 2 Residential 0.04 LL-Reduce 3 Balcony 0.06 LL-Reduce 7t 4 Snow 0.025 SL Line Loads: FOUNDATION Start Point End Point Start PreD... End PreDL ...Start PostDL ... End PostD... Start LL k/ft End LL k/ft ILL Type St D n Load k/ft End D n Load k/ft No Data to Print ... RISAFloor Version 15.0.1 [CA ... 1... 1... 1... \2100\21018 Duffy Rem odel_LCIICALCSIDUFFY REMODEL.rfl] Page 2 Page 11 of 42 Company Mar 16, 2021 DesonerAM IIIRISAO Job Number Checked ed Job Number Checked By: A NEMETSCHEK COMPANY Model Name Line Loads: BASEMENT Start Point End Point Start PreD... End PreDL ...Start PostDl-... End PostD... Start LL kfft End LL[k/ftl ILL Type St D n Load kfft End D n Load kfft No Data to Print... Line Loads: MAIN FLOOR Start Pnint Fnri Pninf Rtart Prafl Fnri Prarll r Rfart Pnctfll r Fnri Pmtrl Ctart I I rkfffl Fnrl I I rklftl I I Tuna Rt fhm I narirklftl Fnri flvn I nnrirkfftl 1 N28 N73 0.05 0.05 LL-Non 2 N73 N122 0.05 0.05 LL-Non 3 N122 N384 0.05 0.05 LL-Non 4 N384 N433 0.05 0.05 LL-Non 5 N433 N44 0.05 0.05 1 LL-Non 6 N44 N78 0.05 0.05 LL-Non 7 N78 N50 0.05 0.05 L-Non 8 N50 N37 0.05 0.05 LL-Non ill Line Loads : ROOF Cfnrt Pninf Fnrl Pnint Qfnrt Prurl Fnrl Pron1 r Cfnrt Pnetrll r Fnri Pnefrl Rfnrf I I rkfftl Fnrl I I rkMl I I Tvm Rt rlvn 1 rarirkfffl Fnri nvn I narirkfffl © • • � 1 1 1 1 ----®i Line Loads : LOFT ROOF Start Point End Point Start PreD... End PreDL ...Start PostDL ... End PostD... Start L kfft End LL[ktftl LL Typo St D n Load kfft End D n Load t No Data to Print ... Combinations I ahal Anlva rats Far Cates Far Cafes Far rates Far rates Fartnr ('.ata Fartnr Cates Fartnr rates Farfnr Cafes Fartnr rates Farfnr RISAFloor Version 15.0.1 [CA ... 1... 1... 1... \2100\21018 Duffy Rem odel_LCIICALCSIDUFFY REMODEL.rfl] Page 3 Page 12 of 42 Company Mar 16, 2021 Desoner AM IIRISAO Job Num 11:28 ed ob Number Checked By: A NEMETSCHEK COMPANY Model Name Combinations (Continued) I nhcl Cnlvc rnfc Fnr rnfc Fmr rnfc Fnr rnfc Gnr r..nfc Forfnr rnfc Fnrfnr ('.nfc Fnrfnr rnfc Gnrfnr rnfc Pnrfnr ('.nfc Forfnr 18 ASCE 12.4.3-5 - Yes DL 1.118 0L1 2.5 19 ASCE 12.4.3-6+ Yes DL 1.088 OL1 1.875 LL 0.75 SL 0.75 20 ASCE 12.4.3-6- Yes DL 1.088 OL1 -1.8•• LL 0.75 SL 0.75 21 ASCE 12.4.3-8 + Yes DL 0.882OLl 2.5 22 ASCE 12.4.3-8 - Yes DL P.8820L1 -2.5 Combination Design I nhcl ACIF rn Scrvirn PntPnllcrl rnH Pr me Wmrl Wmrl Prnrl rnnrrntn Hnennry rnnncrfinn 1 ASCE 2A.1-1 0.9 Yes Yes Yes Yes Yes 2 ASCE 2A.1-2 Yes Yes Yes Yes Yes 3 ASCE 2A.1-3 1.15 Yes Yes Yes Yes Yes 4 ASCE 2A.1-4 1.15 Yes Yes Yes Yes Yes 5 1 ASC E 2.4.1-5 + E 1.6 1 Yes Yes i Yes Yes Yes 6 ASCE 2A.1-5 -E 1.6 Yes Yes Yes Yes Yes 7 ASCE 2.4.1-5 +W 1.6 Yes Yes Yes Yes Yes 8 ASCE 2.4.1-5 -W 1.6 Yes Yes Yes Yes Yes 9 ASCE 2.4.1-6b + 1.6 Yes Yes Yes Yes Yes 10 ASCE 2.4.1-6b - 1.6 Yes Yes Yes Yes Yes 11 ASCE 2.4.1-6a + 1.6 Yes Yes Yes Yes Yes 12 ASCE 2.4.1-6a - 1.6 Yes Yes Yes Yes Yes 13 ASCE 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 ASCE 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 12.4.3-5 + 1.92 Yes Yes Yes Yes Yes 18 ASCE 12.4.3-5 - 1.92 Yes Yes Yes Yes Yes 19 ASCE 12.4.3-6 + 1.92 Yes Yes Yes Yes Yes 20 ASCE 12.4.3-6 - 1.92 Yes Yes Yes Yes Yes 21 ASCE 12.4.3-8 + 1.92 Yes Yes Yes Yes Yes 22 ASCE 12.4.3-8 - 1.92 Yes Yes Yes Yes Yes Beam Code Summary for Wood: FOUNDATION Label Size Explick Material Bending C... Loc[ft] LC Defl Check Loc[ft] Cat Shear Check Loc[N LC Beam Code Summary for Wood: BASEMENT Label Size Ex licit Material Bending C... Loc ft LC Defl Check Loc ft Cat Shear Check Loc ft LC F No Data to Print ... Beam Code Summary for Wood: MAIN FLOOR I nhcl Si c Pvnlir'rf NAnfcrinl Renrlinn r I r rffl I r nefl nc�V I nrrffl rnf Chonr ncorlr I nrrffl I r 1 H1 2-2X6 Yes HF#2 0.416 2.61 3 0.136 2.164 DL+LL 0.407 3.74 3 2 H2 4X8 No DF#2 0.81 2.083 3 0.228 2 DL+LL 0.813 4 3 3 H3 3.5x9.25FS No PARALL... 0.36 4.529 2 0.342 4.721 DL+LL 0.306 9.25 2 4 H4 4X8 No DF#2 0.273 1.523 2 0.053 1.591 DL+LL 0.389 0 2 RISAFloor Version 15.0.1[CA ... 1... 1... 1... 12100121018DuffyRemodel_LCIICALCSIDUFFY REMODEL.rfl] Page Page 13 of 42 Company Mar 16, 2021 Desoner AM IIRISAO Job Num 11:28 ed ob Number Checked By: A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: MAIN FLOOR (Continued) Label Size Exolicit Material Bendina C... Locl l LC DO Check LocI l Cat Shear Check LocI l LC 5 H5 4X8 No DF#2 0.13-8 0.82 2 0.036 0 DL 0.323 2.25 2 6 H6 5.125X12FS No 24F-1.8E.. 0.691 5.595 2 0.686 5.85 DL+LL 0.56 0 2 7 H7 5.125X6FS No 24F-1.8E.. 0.87 4.388 4 0.84 3.126 DL+LL 0.866 5.771 4 8 H8 3.5X8.75FS Yes PARALL... 0.478 1.953 2 0.195 1.953 LL 0.453 0 2 9 B12 4X8 No DF#2 0.341 3.628 2 0.184 4.146 LL 1 0.151 0 2 10 DB14 3.125X12FS No 241F-1.8E.. 0.826 2.77 2 0.806 6.462 DL+LL 0.781 0 2 11 DB15 5.125X10.5FS No 24F-1.8E.. 0.68 7.5 2 0.923 7.5 LL 0.34 15 2 12 DB16 3.125X12FS No 24F-1.8E.. 0.879 12.001 2 0.903 8.309 LL 0.835 14.771 2 13 DB17 3.125X13.5FS No 24F-1.8E.. 0.817 7.5 2 0.936 7.5 LL 0.531 15 2 14 DB18 5.125X7.5FS No 24F-1.8E.. 0.592 4.013 2 0.665 4.479 LL 0.345 8.958 2 15 DB19 5.125X7.5FS No 241F-1.8E.. 0.518 4.257 2 0.631 4.763 LL 0.378 0 2 16 DB20 5.125X12FS No 241F-1.8E.. 0.58 8.802 2 0.73 8.294 LL 0.408 16.25 2 17 DB21 2-2X10 Yes HF#2 0.207 3.029 2 0.071 3.029 LL 0.17 0 2 18 DB22 3.125X7.5FS No 24F-1.8E.. 0.511 6.358 2 0.674 5.577 LL 0.374 10.709 2 19 DB23 6.75X12FS Yes 24F-1.8E.. 0.841 8.979 2 1.18 8.979 LL 0.402 0 2 20 DB24 3.125X9FS No 24F-1.8E.. 0.773 1.75 3 0.419 2.688 DL+LL 0.77 0 3 21 DB25 5.125X10.51FS No 24F-1.8E.. 0.507 8.979 2 0.793 8.979 LL 0.212 0 2 22 J27 2X10 No HF#2 0.167 5.082 2 0.079 5.082 DL+LL 0.078 10.163 2 23 J28 2X10 No HF#2 0.017 3.906 1 0.036 0 DL 0.011 7.813 1 24 H29 2-2X10 Yes HF#2 0.405 2.147 2 0.101 2.193 LL 0.41 0 2 25 J52 2X10 No HF#2 0.815 7.026 2 0.588 7.026 LL 0.279 14.052 2 26 J53 2X10 Yes HF#2 1.058 7.026 2 0.775 7.026 LL 0.362 14.052 2 27 J54 2X10 Yes HF#2 1.058 7.026 2 0.775 7.026 LL 0.362 14.052 2 28 J55 2X10 Yes HF#2 1.058 7.026 2 0.775 7.026 LL 0.362 14.052 2 29 J56 2X10 No HF#2 0.752 7.172 2 0.546 7.026 LL 0.297 14.052 2 30 J57 2X10 No HF#2 0.081 1.944 2 0.036 0 DL 0.1 3.889 2 31 J58 2X10 No HF#2 0.081 1.944 2 0.036 0 DL 0.1 3.889 2 32 J59 2X10 No HF#2 0.081 1.944 2 0.036 0 DL 0.1 3.889 2 33 J60 2X10 No HF#2 0.081 1.944 2 0.036 0 DL 0.1 3.889 2 34 J61 2X10 No HF#2 0.081 1.944 2 0.036 0 DL 0.1 3.889 2 35 J62 2X10 No HF#2 0.062 1.944 2 0.036 0 DL 0.077 3.889 2 36 J45 2X10 No HF#2 0.942 7.5 2 0.726 7.5 LL 0.302 15 2 37 J46 2X10 No HF#2 0.942 7.5 2 0.726 7.5 LL 0.302 15 2 38 J43 2-2X10 Yes HF#2 0.667 11.479 3 0.752 14.5 DL+LL 0.484 11.63 3 39 J79 2X10 No HF#2 0.648 5.75 2 0.386 5.75 LL 0.271 11.5 2 40 J80 2X10 No HF#2 0.709 5.75 2 0.425 5.75 LL 0.296 11.5 2 41 J81 2X10 No HF#2 0.709 5.75 2 0.425 5.75 LL 0.296 11.5 2 42 J82 2X10 No HF#2 0.709 5.75 2 0.425 5.75 LL 0.296 11.5 2 43 J83 2X10 No HF#2 0.709 5.75 2 0.425 5.75 LL 0.296 11.5 2 44 J84 2X10 No HF#2 0.709 5.75 2 0.425 5.75 LL 0.296 11.5 2 45 J85 2X10 No HF#2 0.709 5.75 2 0.425 5.75 LL 0.296 11.5 2 46 J86 2X10 No HF#2 0.709 5.75 2 0.425 5.75 LL 0.296 11.5 2 47 J87 2X10 No HF#2 0.709 5.75 2 0.425 5.75 LL 0.296 11.5 2 48 J88 2X10 No HF#2 0.709 5.75 2 0.425 5.75 LL 0.296 11.5 2 49 J89 2X10 No HF#2 0.648 5.75 2 0.386 5.75 LL 0.271 11.5 2 50 J98 2X10 No HF#2 0.515 11.479 4 0.585 14.5 DL+LL 0.306 11.479 2 51 J99 2X10 No HF#2 0.683 11.479 4 0.819 14.5 DL+LL 0.359 11.479 2 RISAFloor Version 15.0.1 [CA ... 1... 1... 1... \2100\21018 Duffy Rem odel_LCIICALCS\DUFFY REMODEL.rfl] Page 5 Page 14 of 42 Company Mar 16, 2021 DesonerAM IIIRISAO Job Number Checked ed Job Number Checked By: A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: MAIN FLOOR (Continued) Label Size Explicit Material Bendina C... Locfftl LC DO Check LocI l Cat Shear Check LocI l LC 52 J100 2X10 No HF#2 0.559 4.984 2 0.682 14.5 LL 0.328 11.479 2 53 J101 2X10 No HF#2 0.559 4.984 2 0.682 14.5 LL 0.328 11.479 2 54 J102 2X10 No HF#2 0.559 4.984 2 0.682 14.5 LL 0.328 11.479 2 55 J103 2X10 No HF#2 0.559 4.984 2 0.682 14.5 LL 0.328 11.479 2 56 J104 2X10 No HF#2 0.559 4.984 2 0.682 1 14.5 LL 1 0.328 11.479 2 57 J105 2X10 No HF#2 0.559 4.984 2 0.682 14.5 LL 0.328 11.4791 2 58 J106 2X10 No HF#2 0.559 4.984 2 0.682 14.5 LL 0.328 11.479 2 59 J107 2X10 No HF#2 0.559 4.984 2 0.682 14.5 LL 0.328 11.479 2 60 J108 2X10 No HF#2 0.684 11.479 4 0.82 14.5 DL+LL 0.359 11.479 2 61 J109 2X10 No HF#2 0.539 11.479 4 0.619 14.5 DL+LL 0.308 11.479 2 62 J132 2X10 No HF#2 0.006 0.518 2 0.036 0 DL 0.028 1.035 2 63 J133 2X10 No HF#2 0.037 1.258 2 0.036 0 DL 0.079 2.368 2 64 J134 2X10 No HF#2 0.097 1.888 2 0.036 0 DL 0.128 3.7 2 65 J135 2X10 No HF#2 0.182 2.568 2 0.052 2.516 LL 0.176 5.032 2 66 J136 2X10 No HF#2 0.294 3.182 2 0.106 3.182 LL 0.223 6.364 2 67 J137 2X10 No HF#2 0.431 3.848 2 0.189 3.848 LL 0.271 7.697 2 68 J138 2X10 No HF#2 0.595 4.514 2 0.306 4.514 LL 0.318 9.029 2 69 J139 2X10 No HF#2 0.785 5.181 2 0.463 5.181 LL 0.365 10.361 2 70 J140 2X10 No HF#2 0.97 5.75 2 0.635 5.75 LL 0.406 11.5 2 71 J141 2X10 No HF#2 0.973 5.75 2 0.637 5.75 LL 0.406 11.5 2 72 J142 2X10 No HF#2 0.973 5.75 2 0.637 5.75 LL 0.406 11.5 2 73 J143 2X10 No HF#2 0.973 5.75 2 0.637 5.75 LL 0.406 11.5 2 74 J144 2X10 No HF#2 0.973 5.75 2 0.637 5.75 LL 0.406 11.5 2 75 J145 2X10 No HF#2 0.973 5.75 2 0.637 5.75 LL 0.406 11.5 2 76 J146 2X10 No HF#2 0.973 5.75 2 0.637 5.75 LL 0.406 11.5 2 77 J147 2X10 No HF#2 0.973 5.75 2 0.637 5.75 LL 0.406 11.5 2 78 J148 2X10 No HF#2 0.973 5.75 2 0.637 5.75 LL 0.406 11.5 2 79 J149 2X10 No HF#2 0.973 5.75 2 0.637 5.75 LL 0.406 11.5 2 80 J150 2X10 No HF#2 0.973 5.75 2 0.637 5.75 LL 0.406 11.5 2 81 J151 2X10 No HF#2 0.973 5.75 2 0.637 5.75 LL 0.406 11.5 2 82 J152 2X10 No HF#2 0.868 5.75 2 0.566 5.75 LL 0.363 11.5 2 83 J90 2X10 No HF#2 0.012 0.875 2 0.036 0 DL 0.037 0 2 84 J91 2X10 No HF#2 0 0.406 1 0.036 0 DL 0.001 0.813 1 85 J92 2X10 No HF#2 0.002 1.406 1 0.036 0 DL 0.004 2.813 1 86 B91 2X10 No HF#2 0.284 2.031 2 0.071 2.031 LL 0.322 4.062 2 87 B92 2X10 No HF#2 0.021 1.792 2 0.036 0 DL 0.029 3.583 2 88 B93 2X10 No HF#2 0.16 2.031 2 0.039 2.031 LL 0.176 4.062 2 89 B94 2X10 No HF#2 0.021 1.792 2 0.036 0 DL 0.029 3.583 2 90 J129 2X10 Yes HF#2 0.874 6 2 0.593 6 LL 0.35 12 2 91 J130 2X10 Yes HF#2 1.059 6 2 0.724 6 LL 0.424 12 2 92 J131 2X10 Yes HF#2 1.059 6 2 0.724 6 LL 0.424 12 2 93 J153 2X10 Yes HF#2 1.059 6 2 0.724 6 LL 0.424 12 2 94 J154 2X10 Yes HF#2 1.059 6 2 0.724 6 LL 0.424 12 2 95 J155 2X10 Yes HF#2 1.059 6 2 0.724 6 LL 0.424 12 2 96 J156 2X10 Yes HF#2 1.059 6 2 0.724 6 LL 0.424 12 2 97 J157 2X10 Yes HF#2 1.059 6 2 0.724 6 LL 0.424 12 2 98 J158 2X10 Yes HF#2 1.059 6 2 0.724 6 LL 0.424 12 2 RISAFloor Version 15.0.1 [CA ... 1... 1... 1... \2100\21018 Duffy Rem odel_LCIICALCSIDUFFY REMODEL.rfl] Page 6 Page 15 of 42 Company Mar 16, 2021 DesonerAM IIIRISAO Job Number Checked ed Job Number Checked By: A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: MAIN FLOOR (Continued) Label Size Exolicit Material Bendina C... Locfftl LC DO Check LocI l Cat Shear Check LocI l LC 99 J159 2X10 Yes HF#2 1.05-9 6 2 0.724 6 LL 0.424 12 2 100 J160 2X10 Yes HF#2 0.874 6 2 0.593 6 LL 0.35 12 2 101 J189 2-2X10 Yes HF#2 0.616 6.445 2 0.436 6.445 LL 0.23 0 2 102 J164 2X10 No HF#2 0.056 1.792 2 0.036 0 DL 0.075 3.583 2 103 J165 2X10 No HF#2 0.072 1.792 2 0.036 0 DL 0.096 3.583 2 104 J166 2X10 No HF#2 0.072 1.792 2 0.036 0 DL 0.096 3.583 2 105 J167 2X10 No HF#2 0.056 1.792 2 0.036 0 DL 0.075 3.583 2 106 J128 2X10 No HF#2 0.103 3 2 0.036 0 DL 0.083 6 2 107 J217 2X10 No HF#2 0.199 3 2 0.067 3 LL 0.16 6 2 108 J218 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 109 J219 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 110 J220 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 111 J221 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 112 J222 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 113 J223 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 114 J224 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 115 J225 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 116 J226 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 117 J227 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 118 J228 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 119 J229 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 120 J230 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 121 J231 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 122 J232 2X10 No HF#2 0.201 3 2 0.068 3 LL 0.161 6 2 123 J233 2X10 No HF#2 0.199 3 2 0.067 3 LL 0.16 6 2 124 J272 2X10 No HF#2 0.301 4.75 2 0.144 4.75 LL 0.152 9.5 2 125 J273 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 126 J274 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 127 J275 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 128 J276 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 129 J277 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 130 J278 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 131 J279 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 132 J280 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 133 J281 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 134 J282 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 135 J283 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 136 J284 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 137 J285 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 138 J286 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 139 J287 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 140 J288 2X10 No HF#2 0.369 4.75 2 0.18 4.75 LL 0.187 9.5 2 141 J289 2X10 No HF#2 0.328 5.146 2 0.157 4.849 LL 0.176 9.5 2 142 J290 2X10 No HF#2 0.124 2.75 2 0.036 0 DL 0.108 5.5 2 143 J291 2X10 No HF#2 0.124 2.75 2 0.036 0 DL 0.108 5.5 2 144 J292 2X10 No HF#2 0.124 2.75 2 0.036 0 DL 0.108 5.5 2 145 J293 2X10 No HF#2 0.124 2.75 2 0.036 0 DL 0.108 5.5 2 RISAFloor Version 15.0.1 [CA ... 1... 1... 1... \2100\21018 Duffy Rennodel_LCIICALCSIDUFFY REMODEL.rfl] Page 7 Page 16 of 42 Company Mar 16, 2021 Desoner AM 11RISA0 Job Num 11:28 ed ob Number Checked By: A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: MAIN FLOOR (Continued) I nhcl (Zi70 Pvnlir'rf AAnicrinl Rcnrlinn r I nrrffl 1 r nafl nc�4 I rrrffl rnt Sham ncar4 I r rRl 1 r 146 J294 2X10 No HF#2 0.124 2.75 2 0.036 0 DL 0.108 5.5 2 147 J295 2X10 No HF#2 0.124 2.75 2 0.036 0 DL 0.108 5.5 2 148 J296 2X10 No HF#2 0.124 2.75 2 0.036 0 DL 0.108 5.5 2 149 J297 2X10 No HF#2 0.124 2.75 2 0.036 0 DL 0.108 5.5 2 150 J298 2X10 No HF#2 1 0.124 2.75 2 0.036 0 DL 1 0.108 5.5 2 151 J299 2X10 No HF#2 0.124 2.75 2 0.036 0 DL 0.108 5.5 2 152 J300 2X10 No HF#2 0.124 2.75 2 0.036 0 DL 0.108 5.5 2 153 J301 2X10 No HF#2 0.124 2.75 2 0.036 0 DL 0.108 5.5 2 154 J302 2X10 No HF#2 0.124 2.75 2 0.036 0 DL 0.108 5.5 2 155 J303 2X10 No HF#2 0.116 2.865 2 0.036 0 DL 0.105 5.5 2 156 J304 2X10 No HF#2 0.04 1.563 2 0.036 0 DL 0.061 3.125 2 157 J305 2X10 No HF#2 0.04 1.563 2 0.036 0 DL 0.061 3.125 2 158 J306 2X10 No HF#2 0.04 1.563 2 0.036 0 DL 0.061 3.125 2 159 J307 2X10 No HF#2 0.033 1.563 2 0.036 0 DL 0.05 3.125 2 160 RIM182 Not Designed No RIGID No Calc 0 0 N/A No Calc 161 RIM183 Not D esia ned No RIGID No Calc 0 0 N/A No Calc 162 RIM184 Not D esig ned No RIGID No Cale 0 0 N/A No Calc 163 RIM185 Not Designed No RIGID No Calc 0 0 N/A No Calc 164 RIM186 Not Designed No RIGID No Cale 0 0 N/A No Calc 165 RIM187 Not Desi ned No RIGID No Calc 0 0 N/A No Calc 166 RIM188 Not D esig ned No RIGID No Calc 0 0 N/A No Calc 167 RIM189 Not Desi ned No RIGID No Calc 0 0 N/A No Calc 168 RIM190 Not Designed No RIGID No Calc 0 0 N/A No Calc 169 RIM191 Not Designed No RIGID No Calc 0 0 N/A No Calc 170 RIM192 Not Designed No RIGID No Calc 0 0 N/A No Calc 171 RIM193 Not Designed No RIGID No Calc 0 0 N/A No Calc 172 RIM194 Not D esiq ned No RIGID No Calc 0 0 N/A No Calc 173 J207 2-2X10 Yes HF#2 0.811 7.385 2 0.659 7.385 LL 0.264 14.771 2 174 J208 2-2X10 Yes HF#2 0.83 7.385 2 0.675 7.385 LL 0.27 14.771 2 175 J209 2-2X10 Yes HF#2 0.83 7.385 2 0.675 7.385 LL 0.27 14.771 2 176 J210 2-2X10 Yes HF#2 0.83 7.385 2 0.675 7.385 LL 0.27 14.771 2 177 J211 2-2X10 Yes HF#2 0.83 7.385 2 0.675 7.385 LL 0.27 14.771 2 178 J212 2-2X10 Yes HF#2 0.83 7.385 2 0.675 7.385 LL 0.27 14.771 2 179 J213 2-2X10 Yes HF#2 0.908 7.742 2 0.773 7.742 LL 0.282 0 2 180 J214 2-2X10 Yes HF#2 0.743 7.078 2 0.578 7.078 LL 0.253 0 2 181 B190 4X8 No DF#2 0.228 2.02 2 0.07 2.693 LL 0.118 0 2 182 J196 2X10 No HF#2 0.06 4.089 2 0.036 0 DL 0.035 8.177 2 183 J186 2X10 No HF#2 0.979 5.782 2 0.644 5.782 LL 0.408 0 2 184 J187 2X10 No HF#2 0.769 5.118 2 0.448 5.118 LL 0.362 0 2 185 J188 2X10 No HF#2 0.578 4.449 2 0.292 4.449 LL 0.313 0 2 186 J190 2X10 No HF#2 0.444 3.79 2 0.192 3.79 LL 0.284 0 2 Beam Code Summary for Wood: ROOF I h.1 ciao P:-Iirrf P-iinn r 1 r rffl I r rlofl rh-r I r rffl ('.+ Qhonr ncor4 1 i rffl I r 1 H1 3.125X9FS I No 241F-1.8E.. 0.86-2 2.75 3 0.679 3.867 DL+LL 0.733 0 3 2 H2 4X8 No DF#2 0.228 2.625 3 0.083 2.625 DL+LL 0.17 5.25 3 3 H3 4X8 No DF#2 0.212 1.125 3 0.036 0 DL 0.369 2.25 3 RISAFloor Version 15.0.1[CA ... 1... 1... 1... 12100121018DuffyRemodel_LCIICALCSIDUFFY REMODEL.rfl] Page Page 17 of 42 Company Mar 16, 2021 Desoner AM 11RISA0 Job Num 11:28 ed ob Number Checked By: A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: ROOF (Continued) Label Size Explicit Material Bendina C... Loclftl LC DO Check Locl l Cat Shear Check Locl l LC 4 H4 4X8 No DF#2 0.201 4.625 3 0.128 4.625 DL+LL 0.085 9.25 3 5 H5 4X8 No DF#2 0.383 6.375 3 0.336 6.375 DL+LL 0.117 12.75 3 6 H6 5.125X10.51FS No 24F-1.8E.. 0.772 5.742 3 0.834 6.125 DL+LL 0.513 12.25 3 7 H7 3.125X9FS No 24F-1.8E.. 0.596 4.41 3 0.702 5.181 DL+LL 0.652 0 3 8 H8 3.125X9FS No 24F-1.8E.. 0.863 3.789 3 0.659 3.789 DL+LL 0.762 7.578 3 9 TRUSS9 Not Desi ned No RIGID No Calc 0 0 N/A No Calc 10 H10 4X8 No DF#2 0.011 3.125 1 0.036 0 DL 0.007 6.25 1 11 H11 5.125X13.51FS No 24F-1.8E.. 0.677 9.969 3 0.844 8.594 DL+LL 0.586 0 3 12 B12 4X10 No DF#2 0.665 5 3 0.332 5 DL+LL 0.305 10 3 13 B13 3.125X10.51FS Yes 24F-1.8E.. 0.308 6 3 0.325 6 DL+LL 0.195 12 3 14 B14 5.125X10.51FS Yes 24F-1.8E.. 0.434 7.5 3 0.488 7.5 DL+LL 0.143 15 3 15 B15 3.125X10.51FS Yes 24F-1.8E.. 0.308 6 3 0.325 6 DL+LL 0.195 12 3 16 B16 3.125X10.51FS Yes 24F-1.8E.. 0.447 6 3 0.471 6 DL+LL 0.279 12 3 17 B17 5.125X12FS Yes 24F-1.8E., 0.424 11.484 3 0.516 9.297 DL+LL 0.217 17.5 3 18 B18 5.125X12FS Yes 24F-1.8E.. 0.724 9.166 3 0.838 9.166 DL+LL 0.219 17.958 3 19 B19 3.125X7.5FS No 24F-1.8E., 0.039 1.125 3 0.036 0 DL 0.069 3 3 20 B20 5.125X12FS Yes 24F-1.8E.. 0.596 9.661 3 0.8 8.932 DL+LL 0.297 17.5 3 21 B21 2-2X12 Yes HF#2 0.704 6.714 3 0.248 4.892 DL+LL 0.429 9.208 3 22 B22 2-2X12 Yes HF#2 0.895 6.349 3 0.424 5.75 DL+LL 0.392 0 3 23 TRUSS23 Not Designed No RIGID No Calc 0 0 N/A No Calc 24 TRUSS24 Not D esig ned No RIGID No Calc 0 0 N/A No Calc 25 TRUSS25 Not Desi ned No RIGID No Calc 0 0 N/A No Calc 26 TRUSS26 Not Designed No RIGID No Calc 0 0 N/A No Calc 27 TRUSS27 Not Designed No RIGID No Calc 0 0 N/A No Calc 28 TRUSS28 Not Designed No RIGID No Calc 0 0 N/A No Calc 29 TRUSS29 Not Designed No RIGID No Calc 0 0 N/A No Calc 30 TRUSS30 Not D esiq ned No RIGID No Calc 0 0 N/A No Calc 31 TRUSS31 Not Designed No RIGID No Calc 0 0 N/A No Calc 32 TRUSS32 Not D esig ned No RIGID No Calc 0 0 N/A No Calc 33 J33 2X10 No HF#2 0.667 7.563 2 0.471 7.563 DL+LL 0.212 15.1251 2 34 J42 2-2X10 Yes HF#2 0.669 7.563 2 0.472 7.563 DL+LL 0.213 15.125 2 35 J43 2-2X10 Yes HF#2 0.725 7.563 2 0.511 7.563 DL+LL 0.23 15.125 2 36 J44 2-2X10 Yes HF#2 0.725 7.563 2 0.511 7.563 DL+LL 0.23 15.125 2 37 J45 2-2X10 Yes HF#2 0.669 7.563 2 0.472 7.563 DL+LL 0.213 15.125 2 38 TRUSS38 Not Designed No RIGID No Calc 0 0 N/A No Calc 39 TRUSS39 Not D esici ned No RIGID No Calc 0 0 N/A No Calc 40 TRUSS40 Not Designed No RIGID No Calc 0 0 N/A No Calc 41 TRUSS41 Not Designed No RIGID No Calc 0 0 N/A No Calc 42 TRUSS42 Not Designed No RIGID No Calc 0 0 N/A No Calc 43 R43 2X12 No HF#2 0.198 4.375 3 0.059 4.375 DL+LL 0.103 8.75 3 44 R60 2X12 No HF#2 0.225 4.375 3 0.068 4.375 DL+LL 0.117 8.75 3 45 R61 2X12 No HF#2 0.245 4.375 3 0.074 4.375 DL+LL 0.128 8.75 3 46 R62 2X12 No HF#2 0.245 4.375 3 0.074 4.375 DL+LL 0.128 8.75 3 47 R63 2X12 No HF#2 0.245 4.375 3 0.074 4.375 DL+LL 0.128 8.75 3 48 R64 2X12 No HF#2 0.245 4.375 3 0.074 4.375 DL+LL 0.128 8.75 3 49 R65 2X12 No HF#2 0.245 4.375 3 0.074 4.375 DL+LL 0.128 8.75 3 50 R66 2X12 No HF#2 0.245 4.375 3 0.074 4.375 DL+LL 0.128 8.75 3 RISAFloor Version 15.0.1 [CA ... 1... 1... 1... \2100\21018 Duffy Remodel_LCIICALCSIDUFFY REMODEL.rfl] Page 9 Page 18 of 42 Company Mar 16, 2021 Desoner AM IIRISAO Job Num 11:28 ed ob Number Checked By: A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: ROOF (Continued) I nhol Si 7a Fvnlir& AAntcrinl Rcnrlinn C I nrrfll I (` ncfl ( hole I nrrftl ('nt Shcor ('hole I nrrRl I (` 51 R67 2X12 No HF#2 0.225 4.375 3 0.068 4.375 DL+LL 0.117 8.75 3 52 R76 2X12 No HF#2 0.013 1.115 3 0.036 0 DL 0.03 2.229 3 53 R77 2X12 No HF#2 0.014 1.115 3 0.036 0 DL 0.032 2.229 3 54 R78 2X12 No HF#2 0.014 1.115 3 0.036 0 DL 0.032 2.229 3 55 R79 2X12 No HF#2 1 0.014 1.115 3 0.036 0 DL 0.032 2.229 3 56 R80 2X12 No HF#2 0.014 1.115 3 0.036 0 DL 0.032 2.229 3 57 R81 2X12 No HF#2 0.014 1.115 3 0.036 0 DL 0.032 2.229 3 58 R82 2X12 No HF#2 0.014 1.115 3 0.036 0 DL 0.032 2.229 3 59 R83 2X12 No HF#2 0.013 1.115 3 0.036 0 DL 0.03 2.229 3 60 R84 2X12 No HF#2 0.218 4.375 3 0.065 4.375 DL+LL 0.113 8.75 3 61 R85 2X12 No HF#2 0.245 4.375 3 0.074 4.375 DL+LL 0.128 8.75 3 62 R86 2X12 No HF#2 0.245 4.375 3 0.074 4.375 DL+LL 0.128 8.75 3 63 R87 2X12 No HF#2 0.218 4.375 3 0.065 4.375 DL+LL 0.113 8.75 3 64 R88 2X12 No HF#2 0.246 4.604 3 0.076 4.604 DL+LL 0.119 9.208 3 65 R89 2X12 No HF#2 0.278 4.604 3 0.086 4.604 DL+LL 0.134 9.208 3 66 R90 2X12 No HF#2 0.278 4.604 3 0.086 4.604 DL+LL 0.134 9.208 3 67 R91 2X12 No HF#2 0.246 4.604 3 0.076 4.604 DL+LL 0.119 9.208 3 68 R102 2X12 No HF#2 0.133 3.75 3 0.036 0 DL 0.085 7.5 3 69 R103 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 70 R104 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 71 R105 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 72 R106 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 73 R107 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 74 R108 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 75 R109 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 76 R110 2X12 No HF#2 0.133 3.75 3 0.036 0 DL 0.085 7.5 3 77 R119 2X12 No HF#2 0.133 3.75 3 0.036 0 DL 0.085 7.5 3 78 R120 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 79 R121 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 80 R122 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 81 R123 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 82 R124 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 83 R125 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 84 R126 2X12 No HF#2 0.172 3.75 3 0.046 3.75 DL+LL 0.109 7.5 3 85 R127 2X12 No HF#2 0.133 3.75 3 0.036 0 DL 0.085 7.5 3 Beam Code Summary for Wood: LOFT ROOF I ahal Si7a FynliriF Mntarial Ranriinn C I nrrffl I C rlafl r.hack I rrfftl Cat Rhaar Chark I rrrffl I C 1 H1 4X8 No DF#2 0.111 1.125 3 0.036 0 DL 0.106 2.25 3 2 H2 4X8 No DF#2 0.033 1.125 3 0.036 0 DL 0.194 2.25 3 3 H3 4X8 No DF#2 0.111 1.125 3 0.036 0 DL 0.106 2.25 3 4 H4 4X8 No DF#2 0.13 1.49 3 0.036 0 DL 0.184 0 3 5 H5 4X8 No DF#2 0.13 1.49 3 0.036 0 DL 0.184 0 3 6 H6 4X8 No DF#2 0.129 1.49 3 0.036 0 DL 0.185 0 3 7 H7 4X8 No DF#2 0.015 0.708 3 0.036 0 DL 0.087 0 3 8 H8 4X8 No DF#2 0.049 1.146 3 0.036 0 DL 0.063 2 3 9 H9 4X8 No DF#2 0.016 0.625 3 0.036 0 DL 0.092 0 3 RISAFloor Version 15.0.1 [CA ... 1... 1... 1... \2100\21018 Duffy Remodel -LC IICALCS\DUFFY REMODEL.rfl] Page 10 Page 19 of 42 IIIRISA- A NEMETSCHEK COMPANY Company Mar 16, 2021 Designer 11:28 AM Job Number Checked By: Model Name Beam Code Summary for Wood: LOFT ROOF (Continued) Label Size EXDlicit Material Bendina C... Locfftl LC Defl Check Locfftl Cat Shear Check Locfftl LC 10 R10 2-2X8 Yes HF#2 0.865 7.266 3 0.939 7.266 DL+LL 0.245 14.533 3 11 R11 2-2X8 Yes HF#2 0.865 7.266 3 0.939 7.266 DL+LL 0.245 14.533 3 12 R12 2-2X8 Yes HF#2 0.865 7.266 3 0.939 7.266 DL+LL 0.245 14.533 3 13 R13 2-2X8 Yes HF#2 0.865 7.266 3 0.939 7.266 DL+LL 0.245 14.533 3 14 R38 2X6 No HF#2 0.578 3.49 3 0.43 3.49 DL+LL 0.279 6.979 3 15 R39 2X6 No HF#2 0.615 3.49 3 0.458 3.49 DL+LL 0.298 6.979 3 16 R40 2X6 No HF#2 0.615 3.49 3 0.458 3.49 DL+LLI 0.298 6.979 3 17 R41 2X6 No HF#2 0.615 3.49 3 0.458 3.49 DL+LL 0.298 6.979 3 18 R42 2X6 No HF#2 0.578 3.49 3 0.43 3.49 DL+LL 0.279 6.979 3 19 R46 2X8 No HF#2 0.689 6.146 3 0.633 6.146 DL+LL 0.23 12.292 3 20 R47 2X8 No HF#2 0.808 6.146 3 0.741 6.146 DL+LL 0.27 12.2921 3 21 R48 2X8 No HF#2 0.81 6.146 3 0.744 6.146 DL+LL 0.271 12.292 3 22 R49 2X8 No HF#2 0.813 6.146 3 0.747 6.146 DL+LL 0.272 12.292 3 23 R50 2X8 No HF#2 0.81 6.146 3 0.744 6.146 DL+LL 0.271 12.292 3 24 R51 2X8 No HF#2 0.81 6.146 3 0.744 6.146 DL+LL 0.271 12.292 3 25 R52 2X8 No HF#2 0.81 6.146 3 0.744 6.146 DL+LL 0.271 12.292 3 26 R53 2X8 No HF#2 0.81 6.146 3 0.744 6.146 DL+LL 0.271 12.292 3 27 R54 2X8 No HF#2 0.81 6.146 3 0.744 6.146 DL+LL 0.271 12.292 3 28 R55 2X8 No HF#2 0.81 6.146 3 0.744 6.146 DL+LL 0.271 12.292 3 29 R56 2X8 No HF#2 0.689 6.146 3 0.633 6.146 DL+LL 0.23 12.292 3 Beam Code Summary for Hot Rolled: FOUNDATION Label Size Explicit Studs Cambe... Material Bending Check Loc ft LC Defl C... Loc ft Cat Shear Check Loc ft LC No Data to Print... Beam Code Summary for Hot Rolled: BASEMENT Label Size Explicit Studs Cambe... Material Bending Check Loc ft LC Defl C... Loc ft Cat Shear Check Loc ft LC No Data to Print... Beam Code Summary for Hot Rolled: MAIN FLOOR 0 A572 Gr.50 0.424 14.109 2 10.838 112.346 DL+LL 1 0.074 24.188 0 A572 Gr.50 0.405 8.691 2 0.722 9.271 LL 1 0.121 0 0 A572 Gr.50 0.376 7.734 2 0.553 7.734 1 LL 1 0.12 115.469 Beam Code Summary for Hot Rolled: ROOF Label Size Explicit Studs Cambe... Material Bending Check Loc ft LC Defl C... Loc ft Cat Shear Check Loc ft LC No Data to Print ... Beam Code Summary for Hot Rolled: LOFT ROOF Label Size Explicit Studs Cambe... Material Bending Check Loc ftLC Defl C... Loc ft Cat Shear Check Loc ft LC No Data to Print ... RISAFloor Version 15.0.1 [CA ... 1... 1... 1... \2100\21018 Duffy Rem odel_LCIICALCSIDUFFY REMODEL.rfl] Page 11 Page 20 of 42 Company Mar 16, 2021 DesonerAM IIIRISAO Job Number Checked ed Job Number Checked By: A NEMETSCHEK COMPANY Model Name Wood Column Code Checks Rfnrlr I it Shnm (nrle (h Flevrffl I ( Rhonr (h Glevrffl nir I ( Fr' rVeil Pt' necil Fh1' rL,61 Fh7 rlreil Fv' Heel Gnn 1 P1 1 2-2X6 0.602 10 3 0 10 z 22 0.552 0.46 0.773 0.776 0.172 3.6.3 2 2 2-2X6 0.598 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 3 P2 1 2-2X6 0.526 10 3 0 10 z 22 0.552 0.46 0.773 0.776 0.172 3.6.3 4 2 2-2X6 0.522 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 5 P3 1 2-2X6 0.162 10 3 0 10 z 22 0.552 0.46 0.773 0.776 0.172 3.6.3 6 2 2-2X6 0.158 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 7 P4 1 2-2X6 0.162 10 3 0 10 z 22 0.552 0.46 0.773 0.776 0.172 3.6.3 8 2 2-2X6 0.158 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 9 P5 1 2-2X6 0.232 10 2 0 10 z 22 0.48 0.4 0.672 0.675 0.15 3.6.3 10 P6 1 2-2X6 0.246 10 2 0 10 z 22 0.48 0.4 0.672 0.675 0.15 3.6.3 11 P7 1 3-2X6 0.666 10 2 0 10 z 22 0.48 0.4 0.674 0.675 0.15 3.6.3 12 P8 1 2-2X6 0.623 10 3 0 10 z 22 0.552 0.46 0.773 0.776 0.172 3.6.3 13 2 2-2X6 0.619 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 14 P9 1 2-2X6 0.816 10 2 0 10 z 22 0.48 0.4 0.672 0.675 0.15 3.6.3 15 P10 1 2-2X6 0.772 10 2 0 10 z 22 0.48 0.4 0.672 0.675 0.15 3.6.3 16 P11 1 2-2X6 0.629 10 2 0 10 z 22 0.48 0.4 0.672 0.675 0.15 3.6.3 17 P12 1 2-2X6 0.564 10 2 0 10 z 22 0.48 0.4 0.672 0.675 0.15 3.6.3 18 P13 1 2-2X6 0.906 10 3 0 10 z 22 0.552 0.46 0.773 0.776 0.172 3.6.3 19 2 2-2X6 0.902 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 20 P14 1 2-2X6 0.29 10 2 0 10 z 22 0.48 0.4 0.672 0.675 0.15 3.6.3 21 P15 1 4-2X6 0.89 10 4 0 10 z 22 0.552 0.46 0.775 0.776 0.172 3.6.3 22 2 3-2X6 0.834 19 3 0 19 z 22 0.552 0.46 0.775 0.776 0.172 3.6.3 23 P16 1 2-2X4 0.638 10 2 0 10 z 22 0.404 0.44 0.74 0.743 0.15 3.6.3 24 P17 1 2-2X4 0.536 10 2 0 10 z 22 0.404 0.44 0.74 0.743 0.15 3.6.3 25 P19 1 2-2X4 0.139 10 2 0 10 z 22 0.404 0.44 0.74 0.743 0.15 3.6.3 26 P20 1 6X6 0.451 10 4 0 10 z 22 0.456 0.345 0.529 0.529 0.129 3.6.3 27 2 6X6 0.237 19 3 0 19 z 22 0.432 0.345 0.529 0.529 0.129 3.6.3 28 P21 1 6X6 0.471 10 4 0 10 z 22 0.456 0.345 0.529 0.529 0.129 3.6.3 29 2 6X6 0.415 19 3 0 19 z 22 0.432 0.345 0.529 0.529 0.129 3.6.3 30 P22 1 6X6 0.607 10 2 0 10 z 22 0.407 0.3 0.46 0.46 0.112 3.6.3 31 P23 1 6X6 0.271 10 2 0 10 z 22 0.407 0.3 0.46 0.46 0.112 3.6.3 32 P24 1 6X6 0.169 10 2 0 10 z 22 0.407 0.3 0.46 0.46 0.112 3.6.3 33 P25 1 6X6 0.404 10 2 0 10 z 22 0.407 0.3 0.46 0.46 0.112 3.6.3 34 P26 1 6X6 0.688 10 2 0 10 z 22 0.407 0.3 0.46 0.46 0.112 3.6.3 35 2 6X6 0.225 19 3 0 19 z 22 0.432 0.345 0.529 0.529 0.129 3.6.3 36 P27 1 6X6 0.481 10 2 0 10 z 22 0.407 0.3 0.46 0.46 0.112 3.6.3 37 2 6X6 0.225 19 3 0 19 z 22 0.432 0.345 0.529 0.529 0.129 3.6.3 38 P28 1 4X4 0.095 10 2 0 10 z 22 0.441 0.63 1.02 1.02 0.12 3.6.3 39 P29 1 4X4 0.095 10 2 0 10 z 22 0.441 0.63 1.02 1.02 0.12 3.6.3 40 P30 1 4X4 0.057 10 2 0 10 z 22 0.441 0.63 1.02 1.02 0.12 3.6.3 41 P31 1 4X4 0.057 10 2 0 10 z 22 0.441 0.63 1.02 1.02 0.12 3.6.3 42 P32 1 2-2X6 0.629 10 2 0 10 z 22 0.48 0.4 0.672 0.675 0.15 3.6.3 43 P32 1 1 2-2X4 0.216 10 2 0 10 z 22 0.189 0.44 0.74 0.743 0.15 3.6.3 44 P33 1 2-2X6 0.598 10 4 0 10 z 22 0.552 0.46 0.773 0.776 0.172 3.6.3 45 P33 1 1 2-2X6 0.464 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 46 P34 1 2-2X6 0.304 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 47 P35 1 2-2X6 0.256 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 RISAFloor Version 15.0.1 [CA ... 1... 1... 1... \2100\21018 Duffy Rem odel_LCIICALCSIDUFFY REMODEL.rfl] Page 12 Page 21 of 42 IIIRISA- A NEMETSCHEK COMPANY Company Mar 16, 2021 Designer 11:28 AM Job Number Checked By: Model Name Wood Column Code Checks (Continued) Stack Ut Shane Code Ch... Elevfftl LC Shear Ch... Elevfftl Dir LC Fc' fksl Ft' rksil Fb1' rksil Fb2' fksil Fv' fksl Eon 48 P36 1 2-2X6 0.55 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 49 P37 1 2-2X6 0.413 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 50 P38 1 2-2X6 0.482 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 51 P39 1 2-2X6 0.147 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 52 P40 1 2-2X6 0.147 19 3 0 19 z 1 22 0.552 1 0.46 0.772 0.776 0.172 3.6.3 53 P41 1 2-2X6 0.153 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 54 P42 1 2-2X6 0.908 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 55 P43 1 2-2X6 0.898 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 56 P44 1 2-2X6 0.384 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 57 P45 1 2-2X6 0.441 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 58 P46 1 2-2X6 0.649 19 3 0 19 z 22 0.552 0.46 0.772 0.776 0.172 3.6.3 59 P47 1 4X4 0.375 19 3 0 19 z 22 0.363 0.724 1.173 1.173 0.138 3.6.3 Z Lateral Gravity F1 F2 F3 F4 F5 F58 F59 F60 F6 PP Ln F61 F62 F63 F7 F8 v F9 F10 M LL 00 LL co LL L m LL LL N F40 LL M LL N M CD LL LL M o Cl) LL 00 LL LL LL LL t` LL 3 11 JAI V_ LL co LL F36 to Cl) LL F� o OD LL LL N co LL LL F45 (p LL LL r- LL u_ Cl) m LL F21 LL 00 F20 F F289 Ncli N LL F27 F26 F2' v LL LL v LL Ni F23 F22 LL o LL Lo LL F47 � LL F74 F73 rn o F72 F71 F�0 Loads: Envelop Results m FOUNDATION KEY PLAN DUFFY REMODEL.rn Page 23 of 42 Ross project: DUFFY RESIDENCE by: RR sheet #: Engineering Design Inc location: 2351174TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 Footings Allowable Bearing = Footing St Loc [ft] End Loc [ft] 2000 Length [ft] psf Max Base Reaction[k] Label Top Floor Bottom Floor Start Point End Point Material Type Material Set Footing Width (in) Result (psf) Check F1 0,64.208 3.909,64.208 3.9 6.98 F1 FOUNDATION Base N1 N2 Concrete Conc250ONV\ 16 1338 OK F2 3.909,64.208 9.236,64.208 5.3 0.78 F2 FOUNDATION Base N2 N3 Concrete Conc250ONV\ 16 109 OK F3 9.236,64.208 12.775,64.208 3.5 4.53 F3 FOUNDATION Base N3 N4 Concrete Conc250ONV\ 16 959 OK F4 12.775,64.20817.335,64.208 4.6 6.39 F4 FOUNDATION Base N4 N5 Concrete Conc250ONV\ 16 1051 OK F5 17.335,64.208 22.516,64.208 5.2 5.32 F5 FOUNDATION Base N5 N6 Concrete Conc250ONV\ 16 770 OK F6 22.516,64.208 29,64.208 6.5 4.75 F6 FOUNDATION Base N6 N7 Concrete Conc250ONV\ 16 549 OK F7 53.188,65.708 54.815,65.708 1.6 1.85 F7 FOUNDATION Base N8 N9 Concrete Conc250ONV\ 16 854 OK F8 54.815,65.708 58.936,65.708 4.1 4.64 F8 FOUNDATION Base N9 N10 Concrete Conc250ONV\ 16 845 OK F9 58.936,65.708 63.13,65.708 4.2 5.14 F9 FOUNDATION Base N10 N11 Concrete Conc250ONV\ 16 920 OK F10 63.13,65.708 64.688,65.708 1.6 1.79 F10 FOUNDATION Base N11 N12 Concrete Conc250ONV\ 16 860 OK F11 64.688,65.708 64.688,62.967 2.7 1.92 F11 FOUNDATION Base N12 N13 Concrete Conc250ONV\ 16 524 OK F12 64.688,62.967 64.688,58.933 4.0 4.10 F12 FOUNDATION Base N13 N14 Concrete Conc250ONV\ 16 763 OK F13 64.688,58.933 64.688,52.061 6.9 1.77 F13 FOUNDATION Base N14 N15 Concrete Conc250ONV\ 16 194 OK F14 64.688,52.06164.688,47.653 4.4 6.82 F14 FOUNDATION Base N15 N16 Concrete Conc250ONV\ 16 1161 OK F15 64.688,47.653 64.688,42.821 4.8 4.02 F15 FOUNDATION Base N16 N17 Concrete Conc250ONV\ 16 624 OK F16 64.688,42.82164.688,38.451 4.4 3.50 F16 FOUNDATION Base N17 N18 Concrete Conc250ONV\ 16 601 OK F17 64.688,38.45164.688,35.462 3.0 2.77 F17 FOUNDATION Base N18 N19 Concrete Conc250ONV\ 16 696 OK F18 SEE F19 F19 64.688,33.729 62.425,33.729 2.5 10.69 F19 FOUNDATION Base N20 N21 Concrete Conc250ONV\ 30 1710 OK F20 62.425,33.729 56.846,33.729 5.6 2.23 F20 FOUNDATION Base N21 N22 Concrete Conc250ONV\ 16 300 OK F21 56.846,33.729 53.188,33.729 3.7 7.77 F21 FOUNDATION Base N22 N23 Concrete Conc250ONV\ 16 1592 OK F22 29,28 24.314,28 4.7 3.21 F22 FOUNDATION Base N24 N25 Concrete Conc250ONV\ 16 513 OK F23 24.314,28 19.5,28 4.8 3.93 F23 FOUNDATION Base N25 N26 Concrete Conc250ONV\ 16 612 OK F24 19.5,28 19.5,30.208 2.2 3.63 F24 FOUNDATION Base N26 N27 Concrete Conc250ONV\ 16 1233 OK F25 19.5,30.208 16.055,30.208 4.4 10.06 F25 FOUNDATION Base N27 N28 Concrete Conc250ONV\ 16 1715 OK F26 16.055,30.208 3.085,30.208 11.0 1.89 F26 FOUNDATION Base N28 N29 Concrete Conc250ONV\ 16 129 OK F27 3.085,30.208 0,30.208 4.1 9.96 F27 FOUNDATION Base N29 N30 Concrete Conc250ONV\ 16 1823 OK F28 0,30.208 0,33.686 3.5 1.15 F28 FOUNDATION Base N30 N31 Concrete Conc250ONV\ 16 248 OK F29 0,33.686 0,46.591 12.9 4.26 F29 FOUNDATION Base N31 N32 Concrete Conc250ONV\ 16 248 OK F30 0,46.591 0,61.048 14.5 4.78 F30 FOUNDATION Base N32 N33 Concrete Conc250ONV\ 16 248 OK F31 0,61.048 0,64.208 3.2 1.04 F31 FOUNDATION Base N33 N1 Concrete Conc250ONV\ 16 248 OK F32 19.5,30.208 19.5,32.547 2.3 3.10 F32 FOUNDATION Base N27 N34 Concrete Conc250ONV\ 16 993 OK F33 19.5,32.547 19.5,36.781 4.2 9.94 F33 FOUNDATION Base N34 N35 Concrete Conc250ONV\ 16 1759 OK F34 19.5,36.781 19.5,43.217 6.4 5.92 F34 FOUNDATION Base N35 N36 Concrete Conc250ONV\ 16 690 OK F35 19.5,43.217 19.5,45.917 2.7 2.58 F35 FOUNDATION Base N36 N37 Concrete Conc250ONV\ 16 716 OK F36 19.5,45.917 23.5,45.917 4.0 3.69 F36 FOUNDATION Base N37 N38 Concrete Conc250ONV\ 16 692 OK F37 23.5,45.917 23.5,49.845 3.9 6.98 F37 FOUNDATION Base N38 N39 Concrete Conc250ONV\ 16 1333 OK F38 23.5,49.845 23.5,55.767 5.9 7.36 F38 FOUNDATION Base N39 N40 Concrete Conc250ONV\ 16 932 OK F39 23.5,55.767 23.5,60.25 4.5 5.71 F39 FOUNDATION Base N40 N41 Concrete Conc250ONV\ 16 956 OK F40 23.5,60.25 25.875,60.25 2.4 1.57 F40 FOUNDATION Base N41 N42 Concrete Conc250ONV\ 16 496 OK F41 25.875,60.25 25.875,64.208 4.0 2.88 F41 FOUNDATION Base N42 N43 Concrete Conc250ONV\ 16 545 OK F42 40.115,49.78142.115,49.781 2.0 3.35 F42 FOUNDATION Base N44 N45 Concrete Conc250ONV\ 24 837 OK F43 44.375,49.78146.375,49.781 2.0 2.92 F43 FOUNDATION Base N46 N47 Concrete Conc250ONV\ 24 730 OK F44 36.177,45.917 38.177,45.917 2.0 1.07 F44 FOUNDATION Base N48 N49 Concrete Conc250ONV\ 24 269 OK F45 38.163,37.625 40.163,37.625 2.0 1.24 F45 FOUNDATION Base N50 N51 Concrete Conc250ONV\ 24 309 OK F46 53.188,31.312 53.188,29.312 3.5 14.60 F46 FOUNDATION Base N52 N53 Concrete Conc250ONV\ 30 1668 OK F47 18.5,18 20.5,18 2.0 2.50 F47 FOUNDATION Base N54 N55 Concrete Conc250ONV\ 24 624 OK F48 63.688,15.77165.688,15.771 2.5 8.18 F48 FOUNDATION Base N56 N57 Concrete Conc250ONV\ 30 1308 OK F49 69.688,15.77171.688,15.771 2.0 7.11 F49 FOUNDATION Base N58 N59 Concrete Conc250ONV\ 24 1778 OK F50 64.5,5.062 66.5,5.062 2.0 4.59 F50 FOUNDATION Base N60 N61 Concrete Conc250ONV\ 24 1148 OK F51 68.083,5.062 70.083,5.062 2.0 0.95 F51 FOUNDATION Base N62 N63 Concrete Conc250ONV\ 24 239 OK F52 28,1 30,1 2.0 7.19 F52 FOUNDATION Base N64 N65 Concrete Conc250ONV\ 24 1799 OK F53 43,1 45,1 2.5 9.28 F53 FOUNDATION Base N66 N67 Concrete Conc250ONV\ 30 1485 OK F54 51.958,1 53.958,1 2.0 5.68 F54 FOUNDATION Base N68 N69 Concrete Conc250ONV\ 24 1421 OK F55 61.688,1 63.688,1 2.0 2.79 F55 FOUNDATION Base N70 N71 Concrete Conc250ONV\ 24 696 OK F56 64.5,1 66.5,1 2.0 1.16 F56 FOUNDATION Base N72 N73 Concrete Conc250ONV\ 24 291 OK F57 68.083,1 70.083,1 2.0 0.95 F57 FOUNDATION Base N74 N75 Concrete Conc250ONV\ 24 239 OK F58 29,65.708 33.243,65.70E 4.2 2.50 F58 FOUNDATION Base N76 N77 Concrete Conc250ONV\ 12 590 OK F59 33.243,65.70E37.066,65.70E 3.8 1.91 F59 FOUNDATION Base N77 N78 Concrete Conc250ONV\ 12 499 OK F60 37.066,65.70E41.115,65.70E 2.5 9.02 F60 FOUNDATION Base N78 N79 Concrete Conc250ONV\ 24 1805 OK F61 41.115,65.70E44.898,65.70E 2.5 9.28 F61 FOUNDATION Base N79 N80 Concrete Conc250ONV\ 24 1856 OK F62 44.898,65.70E48.722,65.70E 3.8 4.51 F62 FOUNDATION Base N80 N81 Concrete Conc250ONV\ 12 1179 OK F63 48.722,65.70E53.188,65.70E 4.5 7.68 F63 FOUNDATION Base N81 N8 Concrete Conc250ONV\ 12 1720 OK F64 53.188,65.70E53.188,62.65E 3.0 2.50 F64 FOUNDATION Base N8 N82 Concrete Conc250ONV\ 12 821 OK Page 24 of 42 F65 53.188,62.65553.188,42.43E 20.2 16.66 F65 FOUNDATION Base N82 N83 Concrete Conc250ONV\ 12 824 OK F66 53.188,42.43E53.188,36.251 6.2 4.87 F66 FOUNDATION Base N83 N84 Concrete Conc250ONV\ 12 787 OK F67 53.188,36.25153.188,31.312 4.9 4.49 F67 FOUNDATION Base N84 N52 Concrete Conc250ONV\ 12 908 OK F68 53.188,29.31253.188,19.207 10.1 2.28 F68 FOUNDATION Base N53 N85 Concrete Conc250ONV\ 12 226 OK F69 SEE F70 F70 53.188,15.77151.139,15.771 3.3 18.35 F70 FOUNDATION Base N86 N87 Concrete Conc250ONV\ 40 1653 OK F71 51.139,15.77145.702,15.771 5.4 4.67 F71 FOUNDATION Base N87 N88 Concrete Conc250ONV\ 12 859 OK F72 45.702,15.77140.902,15.771 4.0 27.05 F72 FOUNDATION Base N88 N89 Concrete Conc250ONV\ 48 1690 OK F73 40.902,15.77133.638,15.771 7.3 2.37 F73 FOUNDATION Base N89 N90 Concrete Conc250ONV\ 12 326 OK F74 33.638,15.771 29,15.771 4.0 7.13 F74 FOUNDATION Base N90 N91 Concrete Conc250ONV\ 12 1784 OK F75 29,15.771 29,18.94 4.6 8.40 F75 FOUNDATION Base N91 N92 Concrete Conc250ONV\ 12 1825 OK F76 29,18.94 29,26.292 6.6 13.06 F76 FOUNDATION Base N92 N93 Concrete Conc250ONV\ 12 1979 OK F77 29,26.292 29,28 1.7 3.03 F77 FOUNDATION Base N93 N24 Concrete Conc250ONV\ 12 1776 OK F78 29,28 29,33.12 6.6 12.91 F78 FOUNDATION Base N24 N94 Concrete Conc250ONV\ 12 1956 OK F79 29,33.12 29,40.469 5.8 11.14 F79 FOUNDATION Base N94 N95 Concrete Conc250ONV\ 12 1921 OK F80 29,40.469 29,48.736 8.3 11.36 F80 FOUNDATION Base N95 N96 Concrete Conc250ONV\ 12 1374 OK F81 29,48.736 29,54.431 5.7 8.26 F81 FOUNDATION Base N96 N97 Concrete Conc250ONV\ 12 1450 OK F82 29,54.431 29,60.12 5.7 8.34 F82 FOUNDATION Base N97 N98 Concrete Conc250ONV\ 12 1466 OK F83 29,60.12 29,64.208 4.1 5.68 F83 FOUNDATION Base N98 N7 Concrete Conc250ONV\ 12 1389 OK F84 29,64.208 29,65.708 1.5 2.08 F84 FOUNDATION Base N7 N76 Concrete Conc250ONV\ 12 1385 OK F85 41.115,65.70E41.115,62.655 3.0 2.65 F85 FOUNDATION Base N79 N99 Concrete Conc250ONV\ 12 868 OK F86 41.115,62.6M41.115,50.781 11.9 10.31 F86 FOUNDATION Base N99 N100 Concrete Conc250ONV\ 12 868 OK F87 41.115,50.78141.115,49.781 1.0 0.87 F87 FOUNDATION Base N100 N102 Concrete Conc250ONV\ 12 868 OK F289 69.688,33.72M.688,33.725 2.0 6.84 F289 FOUNDATION Base N103 N104 Concrete Conc250ONV\ 24 1711 OK Page 25 of 42 Ross project: DUFFY RESIDENCE by: RR sheet #: Engineering location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 Design client: THE LEREN COMPANY job #: 21018 Inc Lateral Design Page 26 of 42 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 ASCE 7 Seismic Design Parameters Risk Category: II IBC Table 1604.5 Importance Factors ASCE Table 1.5-2 Seismic, IE = 1.00 Site Soil Class: D ASCE Table 20.3-1 Or Geotechical Response Accelerations: For Lattitude = 47.786 degrees Recommendation & Longitude =-122.333 degrees https://earthquake.usgs.gov/ws/designmaps/asce7-10.'son?latitude=47.786&longitude=-122.333&riskCategory=l I&siteClass=D&title=Example Mapped spectral response acceleration Ss= 1.26 g site -specific S1= 0.493 g site -specific Fa= 1.00 IBC Table 1613.3.3(1) Fv= 1.51 IBC Table 1613.3.3(2) Maximum spectral response acceleration IBC 1613.3.3 Sms = FaSs = 1.26 g SM1= FvS1= 0.743 g Design spectral response acceleration IBC 1613.3.4 SDs = (2/3) Sms = 0.842 g SD1= (2/3) Sm1 = 0.495 g Seismic Design Category: Based on SDs = D IBC Table 1613.3.5(1) Based on SD1= D IBC Table 1613.3.5(2) Controlling Category = D Building Period: Structure Type = 4 1 - Steel moment resisting frame ASCE 12.8.2.1 0 Building Height hn = 17.83 ft 2 - Concrete moment reisisting frame Ct = 0.02 3 - Eccentrically braced steel frame x = 0.75 4 - All other structural systems Approximate fundamental period Ta = Ct x hxn = 0.17 seconds Response Coefficient: R = 6.50 ASCE Table 12.2-1 Wo = 3.00 Cs = SDs/(R/IE) = 0.130 ASCE 12.8.1.1 Cs(max) = SD1/(RTa/IE) = 0.439 Cs(min) = 0.010 Controlling Cs = 0.130 Seismic Design Force: V = CSW = 0.130 W (ult) ASCE 12.8.1 V = CsW/1.4 = 0.093 W (asd ) rho = 1.0 Base Shear = 14.0 Kips 3/16/2021 Page 27 of 42 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 Seismic Story Shear Story Weights Level 2 Level 1 Story Shear CS = Level Roof 13.0 psf 2920 sq ft 38.0 Exterior Wall Above 0.0 plf 0 ft 0.0 Exterior Wall 45.0 plf 242 ft 10.9 Interior Wall Above 0.0 psf 0 sq ft 0.0 Interior Wall 5.6 psf 1800 sq ft 10.1 Low Roof 0.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 Floor 11.0 psf 1800 sq ft 59.0 k 19.8 Exterior Wall Above 45 plf 242 ft 10.9 Exterior Wall 40 plf 90 ft 3.6 Interior Wall Above 5.6 psf 1800 sq ft 10.1 Interior Wall 5.0 psf 900 sq ft 4.5 Low Roof 13.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 0.130 (ult ) Height Weight Ve hx (ft) wx (k) hXwX Fx (k) 2 17.83 59.0 1052 10.19 1 8.00 48.9 391 3.79 Total = 107.9 1443 13.98 Vtotal = CS x Ewx = 13.98 k Fx = Vtotal x hxwx / Y-hxwx Diaphragm Shear SDS = 0.842 IE = 1.00 Base Shear V = 13.98 k 48.9 k Weight Level wi (k) Story Shear Sw; F; (k) SF; Dia. Shear Fpx (k) Max Fpx (k) Min Fpx (k) Controlling Fpx (k) 2 59.0 59.0 10.19 10.19 10.19 19.86 9.93 10.19 1 48.9 107.9 3.79 13.98 6.34 16.47 8.24 8.24 Max Fpx =0.40xIpxSDSxW; = 0.34 x w; Min Fpx =0.20xIpxSDSxW; = 0.17 x w; Page 28 of 42 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 ASCE 7 Wind Design Parameters Risk Category II Design Wind Speed V 110 mph Exposure Category B Enclosure Classification Enclosed K,t Topographic Factor 1.0 Kd Directionality Factor 0.85 (Building CC) Hurricane Region w/ V > 100 mph? No Wind Loads, Components and Cladding ASCE 7 Section 30.4, h<60ft Height h, z 17.833333 ft Roof Slope = 21 Degrees Slope Reduction Factor = 1 Applied to GCp; Velocity Pressure Coefficient a 7 z 30 zg 1200 Kh,Z = 2.01(z/zg)2/a = 0.70 Velocity Pressure qz,h = 0.0026KZKZtKdV2 = 18.4 psf GCp; Internal Pressure Coeffecient 0.18 +/- Design Wind Pressure p = q,,h(GCp - GCp;) psf Zone 4, 5 Zone 4 Zone 5 Zone 4, 5 Zone 4 Zone 5 Area Gcpi (+) Gcpi (-) Gcpi (-) p inward p outward p outward 10 1.000 -1.100 -1.400 21.8 -23.6 -29.1 20 0.947 -1.047 -1.294 20.8 -22.6 -27.2 50 0.877 -0.977 -1.153 19.5 -21.3 -24.6 100 0.823 -0.923 -1.047 18.5 -20.4 -22.6 150 0.792 -0.892 -0.985 17.9 -19.8 -21.5 200 0.770 -0.870 -0.941 17.5 -19.4 -20.7 300 0.739 -0.839 -0.878 17.0 -18.8 -19.5 500 0.700 -0.800 -0.800 16.2 -18.1 -18.1 IBC Table 1604.5 Figure 26.5-1 Section 26.7 Section 26.10 Figure 26.8-1 Table 26.6-1 Table 30.3-1 Equation 30.3-1 Table 26.11-1 Figure 30.4-1, Equation 30.4-1 Page 29 of 42 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 Wind Loads Main Wind Force Resisting System ASCE 7 - Method 2 per Figure 28.6-1 Wind Criteria Risk Category: II Wind, IW = 1.00 Hurricane Region w/ V > 100 mph? No I = 1.00 Basic Wind Speed (V) (ult) = 110 mph KZt = 1.00 Exposure = B Roof Angle = 21 deg Average Roof Height = 19 ft Plate Height (H) = 17.833333 ft Least Horiz Dimension (L) = 20 ft 0.10L = 2 ft 0.4(H) 5 ft a min = max of 3ft or 0.04L = 3 ft a = 3 ft 2a = 6.0 ft Simplified Design Wind Pressure Load Case 1 Load Case 2 IMinimurn lControlling Zone I P,30 (psf) I P5 (psf) P,30 (psf) P, (psf) I P, (psf) I P, (psf) A 26.6 26.6 0.0 0.0 16.0 26.6 B -7.0 -7.0 0.0 0.0 8.0 8.0 C 17.7 17.7 0.0 0.0 16.0 17.7 D -3.9 -3.9 0.0 0.0 8.0 8.0 E -23.1 -23.1 0.0 0.0 --- ---- F -16.0 -16.0 0.0 0.0 --- ---- G -16.0 -16.0 0.0 0.0 --- ---- H -12.2 -12.2 0.0 0.0 --- ---- EoH -32.3 -32.3 0.0 0.0 --- ---- G u -25.3 -25.3 0.0 0.0 --- ---- Y Transverse © C Ocam A Longitudinal 3/16/2021 Page 30 of 42 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 Wind Story Shear FRONT TO BACK Zone A 26.6 ps (psf) Level Area (ft2) Zone B Zone C Zone D 8 ps(psf) 17.7 ps(psf) 8 ps(psf) Area (ft2) Area (ft2) Area (ft2) V,,(K) 2 46 108 361 408 11.74 1 54 198 4.94 SIDE TO SIDE Zone A 26.6 ps(psf) Level Area (ft2) Zone B 8 ps(psf) Area (ft2) Zone C 17.7 ps(psf) Area (ft2) Zone D 8 ps(psf) Area (ft2) V,_ (K) 2 63 33 363 208 10.03 1 0.00 Ulm, C 363 D 2a8 A 27 B33 3/16/2021 Page 31 of 42 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 Story Shear Summary FRONT TO BACK Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 2 10.19 10.19 11.74 11.74 1 3.79 13.98 4.94 16.68 SIDE TO SIDE Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 2 10.19 10.19 10.03 10.03 1 3.79 13.98 0.00 10.03 3/16/2021 Page 32 of 42 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet#: location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 Roof Diaphragm and Chord Design Unblocked Diaphragm Allowable Shear per NDS Table 4.2B (asd) G = 0.43 SGAF = [1-(0.5-G)] = 0.93 Sheathing Grade Common Nail Size Minimum Fastener Penetration into Framing Mimimum Nominal Panel Thickness Minimal Nominal Framing Width V Seismic V Wind plf plf Case 1 Case 2, 3, 4, 5, 6 Case 1 Case 2, 3, 4, 5, 6 Struct I 6d 1-1/4 5/16 2 153 116 214 163 3 172 130 242 181 8d 1-3/8 3/8 2 223 167 312 235 3 246 186 344 260 10d 1 1-1/2 15/32 2 265 200 372 279 3 298 223 416 312 Sheathing and Single Floor 6d 1-1/4 5/16 2 140 102 195 144 3 158 116 221 163 3/8 2 153 116 214 163 3 172 130 242 181 8d 1-3/8 3/8 2 200 149 279 209 3 223 167 312 235 7/16 2 214 158 300 221 3 237 177 332 246 15/32 2 223 167 312 235 3 246 186 344 260 10d 1-1/2 15/32 2 237 177 332 246 3 270 200 377 279 19/32 2 265 200 372 279 3 298 223 416 312 Check Roof Diaphragm FRONT TO BACK Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 10.19 67 < 177 OK 53.0 Wind 11.74 66 < 246 OK SIDE TO SIDE Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 10.19 52 < 177 OK 68.0 Wind 10.03 44 < 246 OK Check Tyical Chord For Maximum Force Vmax (uIt) = 7.13 k (asd) Diaphragm Width = 68.0 ft Diaphragm Depth = 53.0 ft Plate Size 2x6 Ft allow = 525 psi Chord Splice Capacity = (16) 16d nails = 16 x 122 lb x 1.6 = M = 60.61 kft T = M/D = 1144 lb At = 8.25 Tallow = Ft allow x At x Cd = 6930 lb > 3123.2 lb > T OK 1144 OK Page 33 of 42 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 Wood Shear Wall Schedule NDS Table 4.3A max stud spacing = 16" oc ? yes specific gravity: 0.43 specific gravity miltiplier = 0.93 Seismic panel panel fastener nail (common or nail edge spacing grade thickness penetration galvanized box) 6 4 3 2 5/16" 11/4 6d 186 279 363 474 3/8" 13/8 8d 260 400 512 679 C - D (Struct 1) 7/16" 13/8 8d 260 400 512 679 13/8 8d 260 400 512 679 15/32" 11/2 10d 316 474 618 809 11/4 6d 186 279 363 474 3/8" 13/8 8d 242 353 456 595 7/16" 13/8 8d 242 353 456 595 C - D 13/8 8d 242 353 456 595 15/32" 11/2 10d 288 428 558 716 19/32" 11/2 10d 316 474 618 809 Wind panel panel grade thickness fastener penetration nail (common or galvanized box) 6 nail edge spacing 4 3 2 5/16" 11/4 6d 260 391 508 664 3/8" 13/8 8d 365 560 716 950 C - D (Struct 1) 7/16" 13/8 8d 365 560 716 950 13/8 8d 365 560 716 950 15/32" 11/2 10d 443 664 866 1133 11/4 6d 260 391 508 664 3/8 13/8 8d 339 495 638 833 [M11 7/16" 13/8 8d 15/32" 13/8 8d 11/z 10d 339 495 339 495 404 599 638 833 638 833 781 1003 19/32" 11" 10d 443 664 866 1133 Sheathing Capacities Shear Wall Label Panel Grade Panel Thickness # of Sides Sheathed Nail Size Nail Spacing Seismic (plf) Wind (plf) 1 C-D 7/16" 1 8d 6 242 339 2 C-D 7/16" 1 8d 6 242 339 3 C-D 7/16" 1 8d 4 353 495 4 C-D 7/16" 1 8d 3 456 638 5 C-D 7/16" 1 8d 2 595 833 6 C-D 7/16" 2 8d 3 911 1276 Page 34 of 42 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 2351174TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 Shearwall Connections Shear Clips Simpson Shear Connectors, pg 190 Sill Plate Connection to Concrete NDS Table 11E G = 0.43 CD = 1.6 CM = 1.0 Sole Plate Connection to Rim/Blocking NDS Table 11J & 11N, ESR-2236 G = 0.43 CD = 1.6 CM = 1.0 Connection Capacities Fastener Allowable Shear (lb) LS50 630 LTP4 575 A34 445 A35 600 16d TOENAIL 75 Bolt Diameter Side Member Z (lb) Z' (lb) 1/2" 1-1/2" 590 944 5/8" 1-1/2" 860 1376 3/4" 1-1/2" 1200 1920 1/2" 2-1/2" 730 1168 5/8" 2-1/2" 1070 1712 3/4" 2-1/2" 1400 2240 Dowel Side Member Z (lb) Z' (lb) 16d 1.5 122 195 SDS1/4x6 2.5 245 392 Shear Wall Label Shear Clips Type Spacing Capacity Sill Plate Size Anchor Spacing Capacity Sole Plate Size Dowel Spacing Capacity Controlling Capacity 1 16d TOENAIL 6 150 2x 1/2" 48 236 2x 16d 6 390 150 2 LTP4 24 288 2x 1/2" 48 236 2x 16d 6 390 236 3 LTP4 18 383 2x 1/2" 32 354 2x 16d 4 586 354 4 LTP4 14 493 2x 5/8" 24 688 2x 16d 4 586 493 5 LTP4 10 690 2x 5/8" 18 917 2x 16d 3 781 690 6 LTP4 7 986 3x 5/8" 18 1141 3x SDS1/4x6 4 1176 986 Page 35 of 42 Ross Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 Shear Wall Braced Lines FRONT TO BACK Tributary (%) SIDE TO SIDE Tributary (%) Level Level Label 2 1 Label 2 1 GRID A 20 GRID 2 25 GRID D 40 GRID 3 24 GRID G 25 25 GRID 5 35 GRID H 15 15 GRID GRID GRID 11 40 25 GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID TOTAL 100 40 TOTAL 100 49 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 3/16/2021 Doss Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 LEVEL GRID 2 Ve FRONT TO BACK Vw Ltot H Type Shearwall Design Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 E T/C Above W T/C Above E T/C W T/C Holdown A 2.04 2.35 34 9.00 Seg. 34 1.00 0.26 1.00 1 42 150 41 150 2 4 2 1999 235 0 0 -857 -862 NOT REQ'D D 4.07 4.70 12 9.00 Seg. 12 1.00 0.75 1.00 2 238 236 235 236 12 4 2 994 235 0 0 1407 1381 HDU4 G 2.55 2.94 4.5 9.00 Seg. 4.5 1.00 2.00 1.00 4 396 456 391 493 2 4 8 265 293 0 0 3140 3097 MSTC52 H 1.53 1.76 6.5 9.00 Perf. 15.5 3 3.5 5 0.63 3.00 0.67 4 165 191 163 268 2 4 1 911 226 0 0 -60 -68 NOT REQ'D LEVEL GRID 10.19 2 Ve 11.74 SIDE TO SIDE Vw Ltot H Type Shearwall Design Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 E T/C Above W T/C Above E T/C W T/C Holdown 2 2.55 2.51 9 9.00 Seg. 4.5 1.00 2.00 1.00 2 198 236 167 236 2 4 2 265 235 0 0 1415 1137 MSTC48B3 5 3.57 3.51 5.5 9.00 Seg. 2.75 1.00 3.27 0.61 6 454 557 383 780 2 4 8 162 293 0 0 3710 3073 STHD14 11 4.07 4.01 46 9.00 Seg. 13.5 1.00 0.67 1.00 1 62 150 52 150 8 4 2 988 235 0 0 -171 -258 NOT REQ'D 10.19 10.03 Doss Engineering Design Inc project: DUFFY RESIDENCE by: RR sheet #: location: 23511 74TH AVE W, EDMONDS, WA date: 3/16/2021 client: THE LEREN COMPANY job #: 21018 LEVEL GRID 1 Ve FRONT TO BACK Vw Ltot H Type Shearwall Design Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 E T/C Above W T/C Above E T/C W T/C Holdown G 3.49 4.17 11 8.00 Seg. 11 1.00 0.73 1.00 2 222 236 227 236 10 4 10 1320 480 3140 3097 3779 3777 HDU5 H 2.10 2.50 12.5 8.00 Seg. 6.5 1.00 1.23 1.00 1 117 150 120 150 6 4 1 593 221 -60 -68 362 376 NOT REQ'D LEVEL GRID 5.59 1 Ve 6.67 SIDE TO SIDE Vw Ltot H Type Shearwall Design Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 E T/C Above W T/C Above E T/C W T/C Holdown 3 3.35 2.41 11 8.00 Seg. 11 1.00 0.73 1.00 2 213 236 131 236 1 4 1 607 221 0 0 1183 526 HDU4 11 3.49 2.51 11.5 8.00 Seg. 11.5 1.00 0.70 1.00 2 213 236 131 236 1 4 1 635 221 -171 -258 992 250 STHD14. 6.85 4.91 XFlage 38 o 1 !,:„ -1.711k 1. 11 m m Loads: OLi - Other Load 1 Results for LC 13, ASCE 2.4.1-5 + MAIN FLOOR KEY PLAN DUFFY REMODEL.rfl Page 39 of 42 Beam: DB14 Shape Group: Glulam_Western Code: AWC NDS-12: ASD Floor: MAIN FLOOR Span: Single Size: 3.125X12FS Fixity: Pinned -Pinned Material: 24F-1.8E DF Unbalanced Bending: Strong Axis Function: Gravity Geometry: Length = 14.7708ft Points (Start to End): N36 to N64 (29,15.7708,0) to (29,1,0) Angle: 90 degrees Diagrams for Load Combination 13 : ASCE 2.4.1-8 + Load Diagram (Live Load Reduction not shown): Distributed Loads (k/ft), Point Loads (k) *Live Load diagram displays controlling LL, LLS, RILL, SL, RL Envelope and Category Shear Reactions: (k) Non Reducible (Unreduced) Non Reducible (Unreduced) DL LL+LLS LL+LLS Roof LL Total Roof LL Total I -End: 2.337 0 2.839(a) 1.631(a) 0 J-End: 0.532 0 0.737 0.306 0 Maximum Total I -End Reaction: 2.242k for LC 14 (ASCE 2.4.1-8 -) NO NET UPLIFT Maximum Total J-End Reaction: 0.477k for LC 14 (ASCE 2.4.1-8 -) Shear: 21.2% Capacity at Oft for LC 14 (ASCE 2.4.1-8 -) V = 2.242k at Oft fv = 0.09ksi Fv' = 0.424ksi Wood Shear Factors Fv = 0.23ksi CD = 1.6 Cm = 1 Ct = 1 Bending: 21.4% Capacity at 2.76953ft for LC 14 (ASCE 2.4.1-8 -) M = 5.129k-ft RB = 0 le -bend Top = Oft le -bend Bot = Oft fb = 0.821 ksi Fb' = 3.84ksi Wood Bending Factors Fb=2.4ksi CID =1.6 Cm=1 Ct=1 Cfu=1.16 CL=1 CIF =1 Cr=1 CV=1 RISAFloor Version 15.0.1 [C:1... 1... 1... \Ross Engineering Design12100121018 Duffy Remodel_LCKALCSOUFFY REMODEL.rfl] Pagel Beam: DB16 Floor: MAIN FLOOR Size: 3.125X12FS Material: 24F-1.8E DF Unbalanced Function: Gravity Shape Group: Glulam_Western Span: Single Fixity: Pinned -Pinned Bending: Strong Axis Geometry: Length = 14.7708ft Points (Start to End): N63 to N52 (44,1,0) to (44,15.7708,0) Angle: 90 degrees Page 40 of 42 Code: AWC NDS-12: ASD Diagrams for Load Combination 14 : ASCE 2.4.1-8 - Load Diagram (Live Load Reduction not shown): Distributed Loads (k/ft), Point Loads (k) *Live Load diagram displays controlling ILL, LLS, RILL, SL, RL Envelope and Category Shear Reactions: (k) Non Reducible (Unreduced) Non Reducible (Unreduced) DL LL+LLS LL+LLS Roof LL Total Roof ILL Total I -End: 0.588 0 1.018(a) 0.305(a) 0 J-End: 2.411 0 3.119 1.609 0 Maximum Total I -End Reaction: 0.511 k for LC 13 (ASCE 2.4.1-8 +) Maximum Total J-End Reaction: 2.287k for LC 13 (ASCE 2.4.1-8 +) NO NET UPLIFT Shear: 21.6% Capacity at 14.7708ft for LC 13 (ASCE 2.4.1-8 +) V = 2.287k at 14.7708ft fv = 0.091 ksi Fv' = 0.424ksi Wood Shear Factors Fv = 0.23ksi CD = 1.6 Cm = 1 Ct = 1 Bending: 21.8% Capacity at 12.0013ft for LC 13 (ASCE 2.4.1-8 +) M = 5.224k-ft RB = 0 le -bend Top = Oft le -bend Bot = Oft fb = 0.836ksi Fb' = 3.84ksi Wood Bending Factors Fb=2.4ksi CID =1.6 Cm=1 Ct=1 Cfu=1.16 CL=1 CIF =1 Cr=1 CV=1 RISAFloor Version 15.0.1 [C:1... 1... 1... \Ross Engineering Design12100121018 Duffy Remodel_LCKALCSOUFFY REMODEL.rfl] Pagel Page 41 of 42 Beam: DB17 Shape Group: Glulam_Western Code: AWC NDS-12: ASD Floor: MAIN FLOOR Span: Single Size: 5.5X12FS Fixity: Pinned -Pinned Material: 24F-1.8E DF Unbalanced Bending: Strong Axis Function: Gravity Geometry: Length = 15ft Points (Start to End): N90 to N91 (29,13,0) to (44,13,0) Angle: 0 degrees Diagrams for Load Combination 5 : ASCE 2.4.1-5 +E Load Diagram (Live Load Reduction not shown): Distributed Loads (k/ft), Point Loads (k) 1 1•' -1.276 Live Load diagram displays controlling LL, LLS, RILL, SL, RL Envelope and Category Shear Reactions: (k) Non Reducible (Unreduced) Non Reducible (Unreduced) DL LL+LLS LL+LLS Roof LL Total Roof LL Total I -End: 1.366 0 2.655(a) 0.594(a) 0 J-End: 1.366 0 2.655 0.594 0 Maximum Total I -End Reaction: 1.533k for LC 13 (ASCE 2.4.1-8 +) Maximum Total J-End Reaction: 1.533k for LC 14 (ASCE 2.4.1-8 -) NO NET UPLIFT Shear: 8.2% Capacity at Oft for LC 13 (ASCE 2.4.1-8 +) V = 1.533k at Oft fv = 0.035ksi Fv' = 0.424ksi Wood Shear Factors Fv = 0.23ksi CD = 1.6 Cm = 1 Ct = 1 Bending: 14.1% Capacity at 4.375ft for LC 13 (ASCE 2.4.1-8 +) M = 5.936k-ft RB = 0 le -bend Top = Oft le -bend Bot = Oft fb = 0.54ksi Fb' = 3.84ksi Wood Bending Factors Flo =2.4ksi CID =1.6 Cm=1 Ct=1 Cfu=1.07 CL=1 CF=1 Cr=1 CV=1 RISAFloor Version 15.0.1 [C:1... 1... 1... \Ross Engineering Design12100\21018 Duffy Remodel_LCIICALCSIDUFFY REMODEL.rfl] Pagel Page 42 of 42 Beam: H6 Shape Group: Glulam_Western Code: AWC NDS-12: ASD Floor: MAIN FLOOR Span: Single Size: 5.5X10.5FS Fixity: Pinned -Pinned Material: 24F-1.8E DF Unbalanced Bending: Strong Axis Function: Gravity Geometry: Length = 12.2083ft Points (Start to End): N47 to N48 (53.1875,29.375,0) to (53.1875,17.1667,0) Angle: 90 degrees Diagrams for Load Combination 6 : ASCE 2.4.1-5 -E Load Diagram (Live Load Reduction not shown): Distributed Loads (k/ft), Point Loads (k) 61E1NO -0.274 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: 2.741 0 3.341(a) 1.465(a) 0 J-End: 1.679 0 3.263 0.475 0 Maximum Total I -End Reaction: 3.254k for LC 13 (ASCE 2.4.1-8 +) Maximum Total J-End Reaction: 1.536k for LC 13 (ASCE 2.4.1-8 +) NO NET UPLIFT Shear: 19.9% Capacity at Oft for LC 13 (ASCE 2.4.1-8 +) V = 3.254k at Oft fv = 0.085ksi Fv' = 0.424ksi Wood Shear Factors Fv = 0.23ksi CD = 1.6 Cm = 1 Ct = 1 Bending: 28.3% Capacity at 3.05208ft for LC 13 (ASCE 2.4.1-8 +) M = 9.151 k-ft RB = 0 le -bend Top = Oft le -bend Bot = Oft fb = 1.087ksi Fb' = 3.84ksi Wood Bending Factors Flo =2.4ksi CID =1.6 Cm=1 Ct=1 Cfu=1.07 CL=1 CF=1 Cr=1 CV=1 RISAFloor Version 15.0.1 [C:1... 1... 1... \Ross Engineering Design12100\21018 Duffy Remodel_LCIICALCSIDUFFY REMODEL.rfl] Pagel