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REVIEWED Structural_Calculations+3.3.2022_11.49.49_AM+2715089
Page 1 of 42 Ross Engineering Design Inc SOLOMON RESIDENCE STRUCTURAL CALCULATIONS IN ACCORDANCE WITH THE 2018 IBC EDMONDS, WA Job Number 22005 2.25.2022 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 Page 3 of 42 Ross Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 Governing Codes General - 2018 International Building Code Wood - ANSI / AF&PA NDS - 2018 ANSI / AF&PA SDPWS - 2018 Loads - ASCE / SEI 7-16 Concrete - ACI 318 - 14 Default Roof Loads Dead Load Sheathing Roofing 3.50 psf Sheathing 1.50 Insulation Sprinkler Ceiling Rafters/Trusses Mechanical Solar Misc 0.50 Total 5.50 psf * Included in RISA self weight Snow Load Ground Snow Load Pg = Minimum Roof Snow Load = Exposure Factor Ce = Thermal Factor Ct = Slope Factor Cs = Design Roof Snow Load Ps = Default Wood Floor Loads Dead Loads Sheathing Floor Covering 3.50 psf Gyperete Sheathing 2.50 Insulation Sprinkler Ceiling Joist/Truss Mechanical Misc 1.00 Total 7.00 psf * Included in RISA self weight Live Loads Residential 40 psf Balcony 60 psf Rafter Roof 3.50 psf * 1.00 2.50 * 1.00 4.00 12.00 psf Pg Ce = Ct = Cs = Ps = Joist Floor 3.50 psf * 2.50 * 1.00 3.00 10.00 psf where applicable Truss Roof Min. w/ Uplift For Lateral 3.50 psf 2.00 psf 3.00 psf * 1.00 1.50 1.00 1.00 2.50 2.50 4.00 2.00 4.00 1.00 1.00 4.00 1.00 16.00 psf 6.00 psf 13.00 psf 20.0 psf 25 psf 1.0 1.0 1.0 0.7CeCtCslsPg 14 psf = 25 psf minumum roof snow load controls Truss Floor 3.50 psf * 2.50 3.00 1.00 3.00 13.00 psf For Lateral 2.00 psf 2.50 2.50 2.00 1.00 1.00 11.00 psf Page 4 of 42 Ross project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 Engineering client: THE LEREN COMPANY job #: 22005 Design Inc DECK TYPE MAPS MAIN FLOOR UPPER FLOOR i i I ROOF Label Two Dam Type Joist Floor Truss Floor Truss Roof Rafter Roof ... Self t... Super DL [ks#] . Joist Floor ❑ C.��2 �.�� Truss Floor ❑ �.002 O.D13 Truss Roof ❑ 0.001 0.016 RafterRoof ❑ 0.001 0,012 Page 5 of 42 Ross project: SOLOMON RESIDENCE by: RR sheet #: Engineering location: EDMONDS, WA date: 2/25/2022 Design client: THE LEREN COMPANY job #: 22005 Inc MAIN FLOOR ROOF r IEB Load RE51dEnSlBl Balmny 8n my AREA LOADS MAPS UPPER FLOOR Label Additive PreDL[... ?ostDL... i_L[ksf] I LL Type Residential ❑ G.04 LL-Reduce Balcony ❑ G.06 LL-Reduce Snow ❑ G.025 5i_ Page 6 of 42 F71 F72 F1 LL F3 F4 F5 Fi M LL LL LL � F9 F10 F11 F12 v LL Fi9 LL F40 LL F41 F42 F43 F70 a LL LL F ;8 N F23f M LL LL LL M LL � LL F20 F19 F17 rn LL � a F22 LL N LL W N LL p I LL --F27 F26 F25 Loads: Envelop Results FOUNDATION KEY PLAN SOLOMONA EL: Page 7 of 42 J44 J43 J42 J112 J211 J41 J111 J210 J40 J110 J209 J39 J109 J208 J38 J108 J J37 J107 J172 J36 J106 J206 J205 J171 J35 J105 J170 J3 ` J4 J204 J169 J'6 J1� J203 J168 J75 J103 J202 J167 J74 J102 J201 J166 J73 J101 J200 J165 J72 J100 J199 J164 J71 J99 J198 J163 J70 s� J98 J197 s J162 J69 J97 J196 J161 J68 J96 J195 J160 J67 J95 J194 J5 J6 J159 J66 J142 J193 J7 I& J9 J65 J141 J192 J148 J64 J140 J191 J147 J63 J139 J190 J146 J138 J189 J10 J151 J153 J137 J188 J150 �I �I J152 J136 J187 J11 J135 J186 9i2 J134 J185 J220 J133 J184 J219 J132 J183 J218 J131 J182 J217 J130 J181 J216 J129 J180 J215 J128 J179 J214 J127 213 J J126 J125 Loads: DL PreComp - PreComposite Dead Load Results for LC 1, ASCE 2.4.1-1 MAIN FLOOR KEY PLAN SOLOMONA EL: Page 8 of 42 TRUSS55 y HI H2 3 T SS56 B20 TRUSS50 vll ■ B21 N m CL m B25 ' B26 . B27 B40 J85 Loads: DL PreComp - PreComposite Dead Load Results for LC 1, ASCE 2.4.1-1 H19 of of _ol o_I of of of -H14' 2ND FLOOR TRUSS59 � rn of of TRUSS60 ■ B23 J82 J81 N J80 m m J79 F J78 J77 — B44 ml TRUSS61 x H131 H12 ,H11 H10 , H9 , H8 TRUSS62 B47 EL: Page 9 of 42 TRUSS14 IN TRUSS15 H3 H2 TRUSS16 H4 TRUSS17 = H x � � rn y co N N ul n H H TRUSS22 H8 - 1 r TRUSS23 TRUSS25 =I rn Loads: DL PreComp - PreComposite Dead Load Results for LC 1, ASCE 2.4.1-1 H27, H12 i-128 ■ JH10 H11 ROOF KEY PLAN SOLOMONA Page 10 of 42 Company Feb 25, 2022 RISA JobNuDesigner 844AM Job Number Checked By:_ A NEMETSCHEK COMPANY Model Name Wood Material Properties I hd True r)nfnFa0. Cneri= r:rnrle rm Gmnrl Aln Thnrm r).n rkff 1 DF#1 solid sa.. Visually Graded Douglas Fir -Larch No.1 1 0.3 0.3 0.035 2 DF#2 Solid Sa.. Visually Graded Douglas Fir -Larch No.2 1 0.3 0.3 0.035 3 HF#2 solid sa.. Visually Graded Hem -Fir No.2 1 0.3 0.3 0.035 4 HF STUD Solid Sa.. Visually Graded Hem -Fir Stud 1 0.3 0.3 0.035 5 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E DF BAL na 1 0.3 0.3 0.035 6 24F-1.8E DF Unbalan... Glulam NDS Table 5A 24F-1.8E DF UNBAL na 1 0.3 0.3 0.035 7 PARALLAM SCL TrusJoist 2.0E DF Parallam PSL na 1 0.3 0.3 0.035 8 LVL SCL TrusJoist 1.9E TimberStrand LSL na 1 0.3 0.3 0.035 9 PT 4x Post Custom N/A PT 4x Post na 1 0.3 0.3 0.035 10 PT 6x Post Custom N/A PT 6x Post na 1 0.3 0.3 0.035 11 PT 10 Custom N/A PT 10" na 1 0.3 0.3 0.06 12 PT 12 Custom N/A PT 12" na 1 0.3 0.3 0.06 13 PT 6x12 Custom N/A PT 6x12 max na 1 0.3 0.3 0.035 14 PT 6x16 Custom N/A PT 6x16 max na 1 0.3 0.3 0.035 15 RIGID Custom N/A RIGID na 1 0.3 0.3 0.035 Custom Wood Properties I ahal Ph fkcl Ft fkcil Fv rkcil Fr. fkcil F fkcil Fn; fkcil Tvna r.P 1 PT 4x Post 0.68 0.42 0.12 1.04 1235 447 Visually... 2 PT 6x Post 0.46 0 0.3 0.112 0.46 1045 380 Visually... 3 PT 10" 0.748 0.42 0.12 1.04 1235 447 Usually... 4 PT 12" 0.68 0.42 0.12 1.04 1235 447 Visually... 5 PT 6x12 max 1 0.54 0.28 0.112 0.4 1045 380 Visually... 6 PT 6x16 max 0.525 0.28 0.112 0.4 1045 380 Visually... 7 RIGID 1000 1000 1000 1000 1e+6 1e+6 Usually... Deck General Properties I ahal Mntarinl Tx/na Hark I Inhrnrarlfftl AAav Rnanrftl 1 None Wood Deck 0 in 50 50 2 Joist Floor Wood Deck 0.8 in 50 50 3 Truss Floor Wood Deck 0.8 in 50 50 4 Truss Roof Wood Deck 0.5 in 50 50 5 Rafter Roof Wood Deck 0.5 in 50 50 Deck Loads I ahal Tun Wax/ CAM/f fksfl Riinar ni rkcfl r.nnct ni fksfl rnnzt 1 1 fksfl 1 None 2.917e-6 0 0 0 2 Joist Floor 0.002 0.01 0 0 3 Truss Floor 0.002 0.013 0 0 4 Truss Roof 0.001 0.016 0 0 5 Rafter Roof 0.001 0.012 0 0 RISAFloor Version 15.0.4 [CA ... 1... 1... \Ross Engineering Design12200122005 Solomon Residence_LCIICALCSISOLOMON.rfl] Page 1 Page 11 of 42 Company Feb 25, 2022 RISA JobNuDesigner 844AM Job Number Checked By:_ A NEMETSCHEK COMPANY Model Name Design Deflection Parameters I hd n1 rloflrinl ni P.+in I I Ileflnl I I Pn+n ni +11 naflnnl rll 4.11 P r'n+cnnry rleflrinl Pn+in r nfac ni rlomw Pnfin 1 GENERAL 360 360 1 240 SL 360 None 360 2 2x4 360 360 Tm 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 RF GLB 240 240 180 SL 240 None 360 Uniform Area Loads I ahPI Aririitiva Prar)l rksfl Pnctni rkcfl I I rksfl I I Tvm VI rksfl nvn I narirksfl —17 None ILL -Reduce 2 Residential 0.04 ILL -Reduce 3 Balcony 0.06 ILL -Reduce 4 Snow 0.025 SL Line Loads: FOUNDATION Start Point End Point Start PreD... End PreDl-...Start PostDL ... End PostD... Start LL M End LL[k/ftl ILL Type St D n Load k/ft End D n Load k/ft No Data to Print ... Line Loads: MAIN FLOOR Start Point End Pant Start PreD... End PreDL ...Start PostDL ... End PostD... Start LL k/ft End LL[k/ftl ILL Type St D n Load k/ft End D n Load kfft No Data to Print ... Line Loads: 2ND FLOOR Start Pnint Fnri Print Start PrQn Fnri Prpni r Start Pnstrll r Fnrl Pmtn Start I I rk/ftl Fnri I I rklftl I I Tvna St rlvn 1 mrirkmtl Fnri rlvn I narlrk/ftl 1 N1 N92 0.05 0.05 LL-Non 2 N92 N91 0.05 0.05 LL-Non 3 N91 N93 0.05 0.05 LL-Non 4 N93 N94 0.05 0.05 LL-Non 5 N94 N96 1 0.05 0.05 1 LL-Non 6 N96 N95 0.05 0.05 LL-Non 7 N95 N192 0.05 0.05 LL-Non 8 N192 N5 0.05 0.05 LL-Non 9 N5 N98 0.05 0.05 LL-Non 10 N98 N36 0.05 0.05 LL-Non 11 N36 N88 0.05 0.05 LL-Non RISAFloor Version 15.0.4 [CA ... \... \... Ross Engineering Design\2200122005 Solomon Residence_LCITALMSOLOMON.rFl] Page Page 12 of 42 Company Feb 25, 2022 RISA JobNuDesigner 844AM Job Number Checked By:_ A NEMETSCHEK COMPANY Model Name Line Loads: 2ND FLOOR (Continued) Cforf Pninf Fnrl Print Cfnrf Pron Pnrl Pmni r Ctorf Pnefnl r Fnrl Pn to Ctort I I I ff1 P-1 I I rLIffl I I T— Cf nvn I norlrlr/ftl Pnrl nvn I—IrLHtl 12 N88 N80 0.05 0.05 LL-Non 13 N80 N37 0.05 0.05 LL-Non 14 N37 N61 0.05 0.05 LL-Non 15 N61 N16 0.05 0.05 LL-Non 16 N16 N17 0.05 0.05 LL-Non 17 N17 N101 0.05 0.05 LL-Non 18 N101 N102 0.05 0.05 LL-Non 19 N102 N26 0.05 0.05 LL-Non 20 N26 N1 0.05 0.05 LL-Non Line Loads : ROOF Start Point End Pant Start PreD... End PreDL ...Start PostDL ... End PostD... Start LL /ft End LL[ktftl LL Type St D n Load k/ft End D n Load k/ft No Data to Print ... Combinations I nhol CnI%IQ rnfc Fnr rntc Fnr rnfn Gnr rnfc Pnn rnfn Fnrfnr rntc Gnrtnr rntn Fnrfnr rnfc Fnrfnr rnfc Gnrfnr rnfn Pnrfnr Combination Design I ahol ACID rn Ccrvirc WnfPnllcrf rnH Fnrmc IAImrf lAImH Prnrl rnnrrctc Hnen ry rnnncrfinn 1 ASCE 2.4.1-1 0.9 Yes Yes Yes Yes Yes 2 ASCE 2.4.1-2 Yes Yes Yes Yes Yes 3 ASCE 2.4.1-3 1.15 Yes Yes Yes Yes Yes 4 ASCE 2.4.14 ml.15 Yes Yes Yes Yes Yes 5 ASCE 2A.1-5 +E 1.6 Yes Yes I Yes Yes I Yes RISAFloor Version 15.0.4 [CA ... 1... 1... Ross Engineering Design12200122005 Solomon Residence_LCIICALCSISOLOMON.rfl] Page Page 13 of 42 Company Feb 25, 2022 RISA JobNuDesigner 844AM Job Number Checked By:_ A NEMETSCHEK COMPANY Model Name Combination Design (Continued) I nhcl AQ IF rn Cc nri r. W- f Pnllori rnW Fnrmc Wmrl Wrnrl Prnrl rnnrrr,fc RA-rxr rnnncrfinn 6 ASCE 2.4.1-5 -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 2A.1-6b - 1.6 Yes Yes Yes Yes Yes 11 ASC E 2.4.1-6a + 1.6 Yes Yes Yes Yes Yes 12 ASCE 2A.1-6a - 1.6 Yes Yes Yes Yes Yes 13 ASCE 2A.1-8 + 1.6 Yes Yes Yes Yes Yes 14 ASCE 2.4.1-8 - 1.6 Yes Yes Yes Yes Yes 15 ASCE2.4.1-7+ 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 Ex plick Material Bending C... Loc ft LC Defl Check Loc ft Cat Shear Check Loc ft LC No Data to Print ... Beam Code Summary for Wood: MAIN FLOOR I ohol Ci7a Pvnlir& Mofcriol Pcnriinn r I nrrffl I r nefl nc�lr I nrrm ('of Shoor rhorlr I nrrffl I r 1 H1 4X8 No DF#2 0.354 1.456 2 0.078 1.591 ILL 0.424 3.25 2 2 H2 4X8 No DF#2 0.284 1.185 2 0.069 1.625 ILL 0.295 0 2 3 J3 2X10 No HF#2 0.163 3.552 2 0.066 3.552 ILL 0.127 7.104 2 4 J4 2X10 No HF#2 0.193 3.865 2 0.086 3.865 ILL 0.138 7.729 2 5 J5 2X10 No HF#2 1 0.122 2.979 2 0.042 2.979 ILL 0.113 5.958 2 6 J6 2X10 No HF#2 0.075 2.521 2 0.036 0 DL 0.083 5.042 2 7 J7 2X10 No HF#2 0.191 3.521 2 0.078 3.521 ILL 0.15 7.042 2 8 J8 2X10 No HF#2 0.021 0.312 2 0.036 0 DL 0.187 0.625 2 9 J9 2X10 No HF#2 0.2 1.75 2 0.042 1.75 DL+LL 0.318 3.5 2 10 J10 2X10 No HF#2 0.91 5.583 2 0.567 5.467 ILL 0.374 0 2 11 J11 2X10 No HF#2 0.976 5.583 2 0.613 5.583 ILL 0.407 0 2 12 B12 4X10 Yes DF#2 0.344 1.745 2 0.099 2.326 DL+LL 0.5 5.583 2 13 J13 2X10 No HF#2 0.046 1.458 2 0.036 0 DL 0.08 2.917 2 14 J14 2X10 No HF#2 0.065 1.458 2 0.036 0 DL 0.113 2.917 2 15 J35 2X10 Yes DF#2 0.875 7.417 2 0.653 7.417 ILL 0.288 14.833 2 16 J36 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 ILL 0.324 14.833 2 17 J37 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 ILL 0.324 14.833 2 18 J38 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 ILL 0.324 14.833 2 19 J39 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 ILL 0.324 14.833 2 20 J40 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 ILL 0.324 14.833 2 21 J41 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 ILL 0.324 14.833 2 22 J42 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 ILL 0.324 14.833 2 RISAFloor Version 15.0.4 [CA ... 1... 1... \Ross Engineering Design12200122005 Solomon Residence_LCIICALCSISOLOMON.rfl] Page Page 14 of 42 Company Feb 25, 2022 RISA JobNuDesigner 844AM Job Number Checked By:_ A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: MAIN FLOOR (Continued) Label Size Exdicit Material Bendina C... Locrftl LC DO Check Locrftl Cat Shear Check LocI l LC 23 J43 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 LL 0.324 14.8331 2 24 J44 2X10 Yes DF#2 0.875 7.417 2 0.653 7.417 LL 0.288 14.833 2 25 J63 2X10 No HF#2 0.373 4.979 2 0.216 4.979 LL 0.207 9.958 2 26 J64 2X10 No HF#2 0.471 4.979 2 0.276 4.979 LL 0.261 9.958 2 27 J65 2X10 No HF#2 0.471 4.979 2 0.276 4.979 LL 0.261 9.958 2 28 J66 2X10 No HF#2 0.471 4.979 2 0.276 4.979 LL 0.261 9.958 2 29 J67 2X10 Yes DF#2 0.944 7.417 2 0.704 7.417 LL 0.317 0 2 30 J68 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 LL 0.324 14.833 2 31 J69 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 LL 0.324 14.833 2 32 J70 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 LL 0.324 14.833 2 33 J71 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 LL 0.324 14.833 2 34 J72 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 LL 0.324 14.833 2 35 J73 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 LL 0.324 14.833 2 36 J74 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 LL 0.324 14.833 2 37 J75 2X10 Yes DF#2 0.986 7.417 2 0.74 7.417 LL 0.324 14.833 2 38 J76 2X10 Yes DF#2 0.782 7.417 2 0.579 7.417 LL 0.257 14.833 2 39 J95 2X10 No HF#2 0.705 6.562 2 0.54 6.562 LL 0.297 13.125 2 40 J96 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 41 J97 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 42 J98 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 43 J99 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 44 J100 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 45 J101 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 46 J102 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 47 J103 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 48 J104 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 49 J105 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 50 J106 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.1251 2 51 J107 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 52 J108 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 53 J109 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 54 J110 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 55 J111 2X10 No HF#2 0.818 6.562 2 0.631 6.562 LL 0.344 13.125 2 56 J112 2X10 No HF#2 0.705 6.562 2 0.54 6.562 LL 0.297 13.125 2 57 J125 2X10 No HF#2 0.495 5.5 2 0.318 5.5 LL 0.249 11 2 58 J126 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 59 J127 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 60 J128 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 61 J129 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 62 J130 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 63 J131 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 64 J132 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 65 J133 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 66 J134 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 67 J135 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 68 J136 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 69 J137 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 RISAFloor Version 15.0.4 [CA ... 1... 1... \Ross Engineering Design12200122005 Solomon Residence_LCKALMSOLOMON.rFl] Page 5 Page 15 of 42 Company Feb 25, 2022 RISA JobNuDesigner 844AM Job Number Checked By:_ A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: MAIN FLOOR (Continued) Label Size EXDIICit Material Bendina C... LocI l LC DO Check Locrftl Cat Shear Check LocI l LC 70 J138 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 71 J139 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 72 J140 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 73 J141 2X10 No HF#2 0.574 5.5 2 0.372 5.5 LL 0.289 11 2 74 J142 2X10 No HF#2 0.495 5.5 2 0.318 5.5 LL 0.249 11 2 75 J179 2X10 No HF#2 0.317 4.167 2 0.155 4.167 LL 0.21 8.333 2 76 J180 2X10 No HF#2 0.33 4.167 2 0.162 4.167 LL 0.219 8.333 2 77 J181 2X10 No HF#2 0.33 4.167 2 0.162 4.167 LL 0.219 8.333 2 78 J182 2X10 No HF#2 0.33 4.167 2 0.162 4.167 LL 0.219 8.333 2 79 J183 2X10 No HF#2 0.33 4.167 2 0.162 4.167 LL 0.219 8.333 2 80 J184 2X10 No HF#2 0.33 4.167 2 0.162 4.167 LL 0.219 8.333 2 81 J185 2X10 No HF#2 0.33 4.167 2 0.162 4.167 LL 0.219 8.333 2 82 J186 2X10 No HF#2 0.331 4.167 2 0.162 4.167 LL 0.22 8.333 2 83 J187 2X10 No HF#2 0.331 4.167 2 0.162 4.167 LL 0.22 8.333 2 84 J188 2X10 No HF#2 0.33 4.167 2 0.162 4.167 LL 0.219 8.333 2 85 J189 2X10 No HF#2 0.33 4.167 2 0.162 4.167 LL 0.219 8.333 2 86 J190 2X10 No HF#2 0.33 4.167 2 0.162 4.167 LL 0.219 8.333 2 87 J191 2X10 No HF#2 0.33 4.167 2 0.162 4.167 LL 0.219 8.333 2 88 J192 2X10 No HF#2 0.33 4.167 2 0.162 4.167 LL 0.219 8.333 2 89 J193 2X10 No HF#2 0.33 4.167 2 0.162 4.167 LL 0.219 8.333 2 90 J194 2X10 No HF#2 0.792 7.105 2 0.617 6.688 LL 0.339 13.375 2 91 J195 2X10 No HF#2 0.849 6.688 2 0.668 6.688 LL 0.351 13.375 2 92 J196 2X10 No HF#2 0.849 6.688 2 0.668 6.688 LL 0.351 13.375 2 93 J197 2X10 No HF#2 0.849 6.688 2 0.668 6.688 LL 0.351 13.375 2 94 J198 2X10 No HF#2 0.849 6.688 2 0.668 6.688 LL 0.351 13.375 2 95 J199 2X10 No HF#2 0.849 6.688 2 0.668 6.688 LL 0.351 13.375 2 96 J200 2X10 No HF#2 0.849 6.688 2 0.668 6.688 LL 0.351 13.375 2 97 J201 2X10 No HF#2 0.849 6.688 2 0.668 6.688 LL 0.351 13.375 2 98 J202 2X10 No HF#2 0.849 6.688 2 0.668 6.688 LL 0.351 13.375 2 99 J203 2X10 No HF#2 0.849 6.688 2 0.668 6.688 LL 0.351 13.375 2 100 J204 2X10 No HF#2 0.849 6.688 2 0.668 6.688 LL 0.351 13.375 2 101 J205 2X10 No HF#2 0.849 6.688 2 0.668 6.688 LL 0.351 13.375 2 102 J206 2X10 No HF#2 0.849 6.688 2 0.668 6.688 LL 0.351 13.375 2 103 J207 2X10 No HF#2 0.728 6.13 2 0.566 6.548 LL 0.325 0 2 104 J208 2X10 No HF#2 0.203 3.271 2 0.078 3.271 LL 0.172 6.542 2 105 J209 2X10 No HF#2 0.203 3.271 2 0.078 3.271 LL 0.172 6.542 2 106 J210 2X10 No HF#2 0.203 3.271 2 0.078 3.271 LL 0.172 6.542 2 107 J211 2X10 No HF#2 0.195 3.271 2 0.075 3.271 LL 0.165 6.542 2 108 J159 2X10 No HF#2 0.526 5.583 2 0.344 5.583 LL 0.261 11.167 2 109 J160 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.167 2 110 J161 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.1671 2 111 J162 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.167 2 112 J163 2X10 No HF#2 0.508 4.882 2 0.624 12.667 LL 0.31 11.083 2 113 J164 2X10 No HF#2 0.332 8.313 2 0.606 12.667 LL 0.3 12.667 2 114 J165 2X10 No HF#2 0.55 5.542 2 0.624 12.667 LL 0.299 11.083 2 115 J166 2X10 No HF#2 0.391 8.972 2 0.678 12.667 LL 0.372 12.667 2 116 J167 2X10 No HF#2 0.45 4.882 2 0.624 12.667 LL 0.325 11.0831 2 RISAFloor Version 15.0.4 [CA ... 1... 1... Ross Engineering Design12200122005 Solomon Residence_LCIICALCSISOLOMON.rfl] Page Page 16 of 42 Company Feb 25, 2022 RISA JobNuDesigner 844AM Job Number Checked By:_ A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: MAIN FLOOR (Continued) I nhal Ci,a FvrJirh NAn4ari.1 Ranrlinn r I nrrf}1 I ( n.fi (hark I nrrfn rnf Chaar rharlr I r rfFl 1 r 117 J168 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.167 2 118 J169 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.167 2 119 J170 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.167 2 120 J171 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.167 2 121 J172 2X10 No HF#2 0.526 5.583 2 0.344 5.583 LL 0.261 11.167 2 122 J146 2X10 No HF#2 0.545 5.583 2 0.356 5.583 LL 0.27 11.1671 2 123 J147 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.167 2 124 J148 2X10 No HF#2 0.545 5.583 2 0.356 5.583 LL 0.27 11.167 2 125 J150 2X10 No HF#2 0.05 1.802 2 0.036 0 DL 0.076 3.604 2 126 J151 2X10 No HF#2 0.05 1.802 2 0.036 0 DL 0.076 3.604 2 127 J152 2X10 No HF#2 0.103 2.594 2 0.036 0 DL 0.11 5.187 2 128 J153 2X10 No HF#2 0.103 2.594 2 0.036 0 DL 0.11 5.187 2 129 J213 2X10 No HF#2 0.538 5.583 2 0.351 5.583 LL 0.266 11.167 2 130 J214 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.167 2 131 J215 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.167 2 132 J216 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.167 2 133 J217 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.167 2 134 J218 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.167 2 135 J219 2X10 No HF#2 0.592 5.583 2 0.389 5.583 LL 0.293 11.167 2 136 J220 2X10 No HF#2 0.538 5.583 2 0.351 5.583 LL 0.266 11.167 2 137 J143 2X10 No HF#2 0.038 0.42 3 0.036 0 DL 0.112 0.42 3 138 J144 2X10 No HF#2 0.006 0.665 1 0.036 0 DL 0.021 1.33 1 139 J145 2X10 No HF#2 0.006 0.665 1 0.036 0 DL 0.021 1.33 1 140 J149 2X10 No HF#2 0.126 1.319 3 0.038 2.585 DL+LL 0.134 1.346 3 141 J154 2X10 No HF#2 0.033 0.75 3 0.036 0 DL 0.104 1.5 3 142 J155 2X10 No HF#2 0.032 0.75 3 0.036 0 DL 0.102 1.5 3 Beam Code Summary for Wood: 2ND FLOOR I ahal Ci7A FvnliriF Malarial Ranrlinn r. I rrrftl I r. nafl r.hark I rrrftl ('.af Chaar r.hark I rrrffl 1 C 1 H1 4X8 No DF#2 0.221 3.125 3 0.096 3.125 DL+LL 0.138 6.25 3 2 4X8 No DF#2 0.259 2.375 3 0.085 2.375 DL+LL 0.214 0 3 3 H3 4X8 No DF#2 0.488 4.297 3 0.283 4.297 DL+LL 0.233 8.25 3 4 H4 5.5X12FS No 24F-1.8E.. 0.752 8.014 2 0.846 7.272 DL+LL 0.793 14.247 4 5 H5 4X8 No DF#2 0.096 1 2.135 3 0.036 0 DL 1 0.088 4.271 3 6 H6 4X8 No DF#2 0.097 2.869 3 0.038 2.869 DL+LL 0.066 5.739 3 7 H7 4X8 No DF#2 0.092 2.089 3 0.036 0 DL 0.086 4.178 3 8 H8 4X8 No DF#2 0.055 1.458 3 0.036 0 DL 0.074 2.917 3 9 H9 4X8 No DF#2 0.082 1.521 3 0.036 0 DL 0.105 3.042 3 10 H10 4X8 No DF#2 0.075 1.479 3 0.036 0 DL 0.101 0 3 11 H11 4X8 No DF#2 0.095 0.954 3 0.036 0 DL 0.145 0 3 12 H12 4X8 No DF#2 0.042 1.943 2 0.036 0 DL 0.042 3.885 2 13 H13 4X8 No DF#2 0.092 0.686 3 0.036 0 DL 0.138 0 3 14 H14 4X8 No DF#2 0.314 3.581 2 0.141 3.125 LL 0.177 0 2 15 H15 3.5X10.5FS No 24F-1.8E.. 0.471 8.422 3 0.746 8.422 DL+LL 0.221 16.5 3 16 H17 4X8 No DF#2 0.34 2.734 3 0.125 2.625 DL+LL 0.364 5.25 3 17 H18 4X8 No DF#2 0.06 1.125 3 0.036 0 DL 0.105 2.25 3 18 H19 4X8 No DF#2 0.381 1.625 2 0.081 1.625 LL 0.46 3.25 2 RISAFloor Version 15.0.4 [C:1..A... 1... \Ross Engineering Design12200122005 Solomon Residence_LCIICALCSISOLOMON.rfl] Page Page 17 of 42 Company Feb 25, 2022 1RISA JobNuDesigner 8 44 AM Job Number Checked By:_ A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: 2ND FLOOR (Continued) Label Size Exdicit Material Bendina C... Locl l LC Defl Check Locrftl Cat Shear Check Locl l LC 19 B20 3.5X15FS Yes 24F-1.8E.. 0.569 7.726 4 0.583 7.726 DL+LL 0.403 0 4 20 B21 3.5X15FS Yes 24F-1.8E.. 0.718 9.628 4 0.978 9.833 DL+LL 0.417 0 4 21 B22 5.5X13.5FS Yes 24F-1.8E.. 0.462 5.5 2 0.319 5.5 LL 0.424 11 2 22 B23 5.5X13.5FS No 24F-1.8E.. 0.851 8.008 2 0.925 7.527 DL+LL 0.666 0 2 23 B25 3.5X18FS Yes 24F-1.8E.. 0.138 3.552 2 0.046 3.552 LL 0.258 7.104 2 24 B26 3.5X18FS Yes 24F-1.8E.. 0.373 4.186 4 0.166 4.106 DL+LL 0.473 7.729 4 25 B27 5.5X18FS Yes 24F-1.8E.. 0.645 12.087 4 0.759 10.243 DL+LL 0.636 0 4 26 B28 4X10 No DF#2 0.95 3.854 3 0.439 4.688 DL+LL 0.448 0 3 27 B29 4X8 No DF#2 0.168 2.729 3 0.073 2.729 DL 0.122 5.458 3 28 B30 4X8 No DF#2 0.168 2.729 3 0.073 2.729 DL 0.122 5.458 3 29 B31 3.5X18FS Yes 24F-1.8E.. 0.522 10.005 3 0.614 22.337 LL 0.429 19.312 3 30 B32 3.5X15FS Yes 24F-1.8E.. 0.367 7.25 4 0.351 7.25 DL+LL 0.27 14.5 4 31 B33 3.5X6FS No 24F-1.8E.. 0.067 3.938 3 0.07 3.5 DL+LL 0.049 7 3 32 B34 5.5X13.5FS No 24F-1.8E.. 0.664 14 3 0.905 14 DL+LL 0.233 28 3 33 B35 3.5X9FS No 24F-1.8E.. 0.743 7.99 3 0.825 7.042 DL+LL 0.282 13 3 34 B36 6.75X21 FS No 24F-1.8E..j 0.883 15.354 4 0.831 11.687 DL+LL 0.6 22 4 35 B37 3.5X15FS Yes 24F-1.8E.. 0.469 5.844 2 0.32 5.615 DL+LL 0.525 11 2 36 B38 1.75X9.5FS Yes LVL 0.087 1.312 2 0.058 2.875 LL 0.081 0 2 37 B39 6.75X19.5FS Yes 24F-1.8E.. 0.75 5.156 4 0.736 9.375 DL+LL 0.564 0 4 38 B40 5.5X15FS Yes 24F-1.8E.. 0.579 9.849 4 0.652 7.911 DL+LL 0.504 15.5 4 39 B41 1.75X18FS Yes LVL 0.045 7.851 2 0.036 0 DL 0.088 11.083 2 40 TRUSS42 Not Designed No RIGID No Cale 0 0 N/A No Cale 41 B43 1.75X18FS Yes LVL 0.017 1.343 2 0.036 0 DL 0.085 0 2 42 B44 4X8 No DF#2 0.771 4.167 2 0.41 4.167 LL 0.361 8.333 2 43 B45 4X8 No DF#2 0.346 3.25 2 0.168 3.25 LL 0.178 6.5 2 44 B46 4X8 No DF#2 0.424 4.698 2 0.46 11 LL 0.177 9.396 2 45 B47 4X8 No DF#2 0.845 5.438 3 0.632 5.438 DL+LL 0.305 10.875 3 46 H48 4X10 No DF#2 0.596 3.143 3 0.128 2.302 DL+LL 0.82 4.25 3 47 B48 2-2X10 Yes HF#2 0.373 4.604 2 0.169 4.604 LL 0.172 9.208 2 48 TRUSS49 Not Designed No RIGID No Cale 0 0 N/A No Cale 49 TRUSS50 Not Desi ned No RIGID No Cale 0 0 N/A No Cale 50 TRUSS51 Not Designed No RIGID No Cale 0 0 N/A No Cale 51 TRUSS52 Not Desi ned No RIGID No Cale 0 0 N/A No Cale 52 TRUSS53 Not Designed No RIGID No Cale 0 0 N/A No Cale 53 TRUSS54 Not Desi ned No RIGID No Cale 0 0 N/A No Cale 54 TRUSS55 Not Designed No RIGID No Cale 0 0 N/A No Cale 55 TRUSS56 Not Designed No RIGID No Cale 0 0 N/A No Cale 56 TRUSS57 Not Designed No RIGID No Cale 0 0 N/A No Cale 57 TRUSS58 Not Desi ned No RIGID No Cale 0 0 N/A No Cale 58 TRUSS59 Not Designed No RIGID No Cale 0 0 N/A No Cale 59 TRUSS60 Not Designed No RIGID No Cale 0 0 N/A No Cale 60 TRUSS61 Not Designed No RIGID No Cale 0 0 N/A No Cale 61 TRUSS62 Not Desi ned No RIGID No Cale 0 0 N/A No Cale 62 TRUSS63 Not Designed No RIGID No Cale 0 0 N/A No Cale 63 TRUSS64 Not Designed No RIGID No Cale 0 0 N/A No Cale 64 J77 2X10 No HF#2 0.082 2.062 2 0.036 0 DL 0.106 4.125 2 65 J78 2X10 No HF#2 0.083 2.062 2 0.036 0 DL 0.108 4.125 2 RISAFloor Version 15.0.4 [CA ... 1... 1... \Ross Engineering Design12200122005 Solomon Residence_LCIICALCSISOLOMON.rFl] Page Page 18 of 42 Company Feb 25, 2022 1RISA JobNuDesigner 8 44 AM Job Number Checked By:_ A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: 2ND FLOOR (Continued) I nhcl Qi,c P:-ii,& Ranrlinn f I -rffl 1 (' n.fi nc-k I -rffl !'.4 Qhmr nc.rk I -rffl I r 66 J79 2X10 No HF#2 0.083 2.062 2 0.036 0 DL 0.108 4.125 2 67 J80 2X10 No HF#2 0.083 2.062 2 0.036 0 DL 0.108 4.125 2 68 J81 2X10 No HF#2 0.083 2.062 2 0.036 0 DL 0.108 4.125 2 69 J82 2X10 No HF#2 0.082 2.062 2 0.036 0 DL 0.106 4.125 2 70 J71 2X8 No HF#2 0.059 1.5 2 0.036 0 DL 0.08 3 2 71 J84 2-2X10 Yes HF#2 0.793 7.75 2 0.733 7.75 LL 0.275 15.5 2 72 J85 2-2X10 Yes HF#2 0.84 7.75 2 0.78 7.75 LL 0.292 15.5 2 73 J86 2-2X10 Yes HF#2 0.793 7.75 2 0.733 7.75 LL 0.275 15.5 2 74 J100 2X8 No HF#2 0.032 1 2 0.036 0 DL 0.076 2 2 75 J101 2X8 No HF#2 0.039 1 2 0.036 0 DL 0.092 2 2 76 J102 2X8 No HF#2 0.039 1 2 0.036 0 DL 0.092 2 2 77 J103 2X8 No HF#2 0.039 1 2 0.036 0 DL 0.092 2 2 78 J104 2X8 No HF#2 0.039 1 2 0.036 0 DL 0.092 2 2 79 J105 2X8 No HF#2 0.039 1 2 0.036 0 DL 0.092 2 2 80 J106 2X8 No HF#2 0.039 1 2 0.036 0 DL 0.092 2 2 81 J107 2X8 No HF#2 0.032 1 2 0.036 0 DL 0.076 2 2 82 J108 2X8 No HF#2 0.071 1.5 2 0.036 0 DL 0.11 3 2 83 J109 2X8 No HF#2 0.089 1.5 2 0.036 0 DL 0.138 3 2 84 J110 2X8 No HF#2 0.089 1.5 2 0.036 0 DL 0.138 3 2 85 J111 2X8 No HF#2 0.089 1.5 2 0.036 0 DL 0.138 3 2 86 J112 2X8 No HF#2 0.089 1.5 2 0.036 0 DL 0.138 3 2 87 J113 2X8 No HF#2 0.089 1.5 2 0.036 0 DL 0.138 3 2 88 J114 2X8 No HF#2 0.071 1.5 2 0.036 0 DL 0.11 3 2 89 J98 2X8 No HF#2 0.245 2.5 2 0.106 2.5 LL 0.224 5 2 90 J99 2X8 No HF#2 0.252 2.5 2 0.109 2.5 LL 0.231 5 2 91 J115 2X8 No HF#2 0.252 2.5 2 0.109 2.5 LL 0.231 5 2 92 J116 2X8 I No HF#2 0.245 2.5 2 0.106 2.5 LL 0.224 5 2 93 B93 5.5X18FS No 24F-1.8E.. 0.821 5.035 4 0.701 8.66 DL+LL 0.558 0 4 Beam Code Summary for Wood: ROOF I nhol Qi7a Fvnlir& AAnforial Ranrlinn r I nrrfll 1 r. rlafl ncark I nrrffl rnf Qhanr ncark I rrrBl I r 1 H1 4X8 No DF#2 0.067 2.562 3 0.036 0 DL 0.051 5.125 3 2 H2 4X8 No DF#2 0.134 1.125 3 0.036 0 DL 0.233 2.25 3 3 H3 4X8 No DF#2 0.265 3.125 3 0.115 3.125 DL+LL 0.166 6.25 3 4 H4 4X8 No DF#2 0.103 1.125 3 0.036 0 DL 0.181 2.25 3 5 H5 4X10 No DF#2 1 0.855 3.906 3 1 0.227 3.385 DL+LL 0.485 6.25 3 6 H6 4X8 No DF#2 0.153 2.125 3 0.045 2.125 DL+LL 0.141 4.25 3 7 H7 4X8 No DF#2 0.222 3.104 3 0.095 3.104 DL+LL 0.14 6.207 3 8 H8 4X8 No DF#2 0.718 3.867 3 0.41 4.125 DL+LL 0.326 8.25 3 9 H9 4X8 No DF#2 0.071 2.646 3 0.036 0 DL 0.053 5.292 3 10 H10 4X8 No DF#2 0.244 2.625 3 0.089 2.625 DL+LL 0.182 0 3 11 H11 4X10 No DF#2 0.892 6.125 3 0.544 6.125 DL+LL 0.333 12.25 3 12 H12 3.5X7.5FS No 24F-1.8E.. 0.802 2.827 3 0.542 3.025 DL+LL 0.593 0 3 13 H13 4X8 No DF#2 0.159 2.125 3 0.047 2.125 DL+LL 0.146 4.25 3 14 TRUSS14 NotDesi ned No RIGID No Calc 0 0 N/A No Calc 15 TRUSS15 NotDesi ned No RIGID No Calc 0 0 N/A No Calc 16 TRUSS16 NotDesi ned No RIGID No Calc 0 0 N/A No Calc RISAFloor Version 15.0.4 [C:1..A... 1... \Ross Engineering Design12200122005 Solomon Residence_LCIICALCSISOLOMON.rfl] Page Page 19 of 42 111RISA A NEMETSCHEK COMPANY Company Feb 25, 2022 Designer 8:44AM Job Number Checked By:_ Model Name Beam Code Summary for Wood: ROOF (Continued) I ahpl Siva FxnliriF Matarial Ranriinn r I nrrffl I r nafl rhark I nrrftl rat Shaar rhark I rrrffl I r 17 TRUSS17 Not Designed No RIGID No Cale 0 0 N/A No Cale 18 TRUSS18 Not Designed No RIGID No Cale 0 0 N/A No Cale 19 TRUSS19 Not Desicined No RIGID No Cale 0 0 N/A No Cale 20 TRUSS20 Not Designed No RIGID No Cale 0 0 N/A No Cale 21 TRUSS21 Not Desicined No RIGID No Cale 0 0 N/A No Cale 22 TRUSS22 Not Designed No RIGID No Cale 0 0 N/A No Cale 23 TRUSS23 Not Desi ned No RIGID No Cale 0 0 N/A No Cale 24 TRUSS24 Not Designed No RIGID No Cale 0 0 N/A No Cale 25 TRUSS25 Not Desi ned No RIGID No Cale 0 0 N/A No Cale 26 TRUSS26 Not Designed No RIGID No Cale 0 0 N/A No Cale 27 H27 4X8 No DF#2 0.009 0.938 3 0.036 0 DL 0.019 1.875 3 28 H28 4X8 No DF#2 0.087 0.906 3 0.036 0 DL 0.188 1.812 3 Beam Design for Wood Products: FOUNDATION Label Size Ex lick Vmaxfkl Vfkl Mmax k-ft M'r k-ft Max Start Reacts... Max End R... Min Start R... Min End R... No Data to Print ... Beam Design for Wood Products : MAIN FLOOR Label Size Ex lick Vmaxk V k Mmax -ft M'rk-ft Max Start Reacts... Max End R... Min Start R... Min End R... No Data to Print ... Beam Design for Wood Products: 2ND FLOOR Label Size Ex lick Vmaxk V k Mmax -ft M'rk-8 Max Start Reacts... Max End R... Min Start R...Min End R... No Data to Print ... Beam Design for Wood Products : ROOF Label Size Ex lick Vmaxk V k Mmax k-ft M'r k-ft Max Start Reacts... Max End R... Min Start R...Min End R... No Data to Print ... Wood Column Code Checks Stank I Ft Shang rnrla rh Flavrftl I r Shaar rh Flavrftl nir I r Fr.' rkcl Ft' rkcil Fh1' rkcil Fh2' NO Fv' rkcl Fnn 1 P1 1 2-2X4 0.687 4 4 0 4 z 22 0.58 0.506 0.853 0.939 0.172 3.6.3 2 2 3-2X4 0.274 13 4 0 13 z 22 0.966 0.506 0.853 0.939 0.172 3.6.3 3 P2 1 2-2X4 0.738 4 4 0 4 z 22 0.58 0.506 0.853 0.939 0.172 3.6.3 4 2 3-2X4 0.929 13 4 0 13 z 22 0.307 0.506 0.853 0.939 0.172 3.6.3 5 P3 1 4X10 0.38 4 4 0 4 z 22 1.529 0.854 1.376 1.518 0.207 3.6.3 6 2 5-2X6 0.821 13 4 0 13 z 22 0.552 0.46 0.776 0.893 0.172 3.6.3 7 P4 1 5-2X4 0.942 4 2 0 4 z 22 0.504 0.44 0.742 0.817 0.15 3.6.3 8 2 4-2X6 0.786 13 2 0 13 z 22 0.48 0.4 0.674 0.776 0.15 3.6.3 9 P5 1 2-2X4 0.227 4 2 0 4 z 22 0.504 0.44 0.742 0.817 0.15 3.6.3 10 2 2-2X6 0.15 13 2 0 13 z 22 0.48 0.4 0.672 0.776 0.15 3.6.3 11 P6 1 4-2X4 0.688 4 3 0 4 z 22 0.58 0.506 0.854 0.939 0.172 3.6.3 12 2 2-2X6 0.761 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 13 3 2-2X6 0.718 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 14 P7 1 2-2X4 0.609 4 3 0 4 z 22 0.58 0.506 0.853 0.939 0.172 3.6.3 RISAFloor Version 15.0.4 [CA...1... 1... Foss Engineering Design12200122005 Solomon Residence_LCIICALCSISOLOMON.rfl] Page 10 Page 20 of 42 IIIRISA A NEMETSCHEK COMPANY Company Feb 25, 2022 Designer 8:44AM Job Number Checked By:_ Model Name Wood Column Code Checks (Continued) Stack Lift Shane Code Ch... Elevrftl LC Shear Ch... Elevrftl Dir LC Fc' rksl Ft' NO Fb1' rksil Fb7 rksil FV fksl Ean 15 2 2-2X6 0.406 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 16 P8 1 2-2X4 0.232 4 3 0 4 z 22 0.58 0.506 0.853 0.939 0.172 3.6.3 17 2 2-2X6 0.154 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 18 P9 1 4X4 0.444 4 2 0 4 z 22 1.386 0.863 1.35 1.35 0.18 3.6.3 19 2 5-2X4 0.85 13 4 0 13 z 22 0.341 0.506 0.853 0.939 0.172 3.6.3 20 P10 1 4X4 0.482 4 2 0 4 z 22 1.386 0.863 1.35 1.35 0.18 3.6.3 21 2 2-2X6 0.987 13 2 0 13 z 22 0.48 0.4 0.672 0.776 0.15 3.6.3 22 3 2-2X6 0.049 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 23 P11 1 4X4 0.229 4 3 0 4 z 22 1.557 0.992 1.552 1.552 0.207 3.6.3 24 2 2-2X6 0.427 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 25 P12 1 4X4 0.193 4 2 0 4 z 22 1.386 0.863 1.35 1.35 0.18 3.6.3 26 P12 1 1 2-2X6 0.476 13 4 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 27 P13 1 2-2X6 0.088 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 28 P14 1 2-2X6 0.094 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 29 P15 1 2-2X6 0.32 13 4 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 30 P16 1 2-2X6 0.396 13 4 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 31 P18 1 2-2X6 0.635 13 2 0 13 z 22 0.48 0.4 0.672 0.776 0.15 3.6.3 32 P19 1 3-2X6 0.782 13 4 0 13 z 22 0.552 0.46 0.775 0.893 0.172 3.6.3 33 P20 1 2-2X6 0.202 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 34 P21 1 2-2X6 0.111 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 35 P22 1 2-2X6 0.073 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 36 P23 1 2-2X6 0.083 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 37 P24 1 2-2X6 0.072 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 38 P25 1 2-2X6 0.07 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 39 P26 1 2-2X6 0.069 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 40 2 2-2X6 0.058 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 41 P27 1 2-2X6 0.674 13 20 0 13 z 22 0.776 0.768 1.284 1.49 0.288 3.6.3 42 P28 1 2-2X4 0.193 13 2 0 13 z 22 0.334 0.44 0.74 0.817 0.15 3.6.3 43 P29 1 2-2X4 0.27 13 3 0 13 z 22 0.341 0.506 0.851 0.939 0.172 3.6.3 44 P30 1 2-2X4 0.305 13 3 0 13 z 22 0.341 0.506 0.851 0.939 0.172 3.6.3 45 P31 1 5-2X6 0.865 13 4 0 13 z 22 0.552 0.46 0.776 0.893 0.172 3.6.3 46 P32 1 2-2X6 0.137 13 2 0 13 z 22 0.48 0.4 0.672 0.776 0.15 3.6.3 47 P33 1 2-2X6 0.168 13 4 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 48 P34 1 2-2X6 0.185 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 49 P35 1 2-2X6 0.813 13 4 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 50 P36 1 2-2X6 0.701 13 19 0 13 z 22 0.776 0.768 1.284 1.49 0.288 3.6.3 51 P37 1 2-2X6 0.432 13 2 0 13 z 22 0.48 0.4 0.672 0.776 0.15 3.6.3 52 2 2-2X6 0.125 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 53 P38 1 2-2X6 0.09 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 54 2 2-2X6 0.086 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 55 P39 1 2-2X6 0.465 13 4 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 56 P40 1 2-2X6 0.707 13 2 0 13 z 22 0.48 0.4 0.672 0.776 0.15 3.6.3 57 P41 1 6X6 0.279 13 3 0 13 z 22 0.432 0.345 0.529 0.529 0.129 3.6.3 58P44 P42 1 6X6 0.372 13 3 0 13 z 22 0.432 0.345 0.529 0.529 0.129 3.6.3 59 P43 1 2-2X6 0.071 13 3 0 13 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 40.772 60 1 2-2X6 0.281 13 3 0 13 z 22 0.552 0.46 0.893 0.172 3.6.3 61 P44 1 1 3-2X6 0.825 13 4 0 13 z 22 0.552 0.46 0.775 0.893 0.172 3.6.3 RISAFloor Version 15.0.4 [CA ... 1... 1... \Ross Engineering Design12200122005 Solomon Residence_LCIICALCSISOLOMON.rfl] Page 11 Page 21 of 42 IIIRISA A NEMETSCHEK COMPANY Company Feb 25, 2022 Designer 8:44AM Job Number Checked By:_ Model Name Wood Column Code Checks (Continued) Stack Lift Shane Code Ch... Elevfftl LC Shear Ch... Elevfftl Dir LC Fc' fksl Ft' fksil Fb1' fksil Fb2' fksil Fv' fksl Ean 62 P45 1 2-2X6 0.086 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 63 P46 1 2-2X6 0.42 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 64 P47 1 2-2X6 0.254 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 65 P48 1 2-2X6 0.425 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 66 P49 1 2-2X6 0.425 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 67 P50 1 2-2X6 0.496 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 68 P51 1 2-2X6 0.143 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 69 P52 1 2-2X6 0.242 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 70 P53 1 2-2X6 0.134 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 71 P54 1 2-2X6 0.106 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 72 P55 1 2-2X6 0.129 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 73 P56 1 2-2X6 0.296 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 74 P57 1 2-2X6 0.167 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 75 P58 1 2-2X6 0.167 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 76 P59 1 2-2X6 0.967 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 77 P60 1 2-2X6 0.424 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 78 P61 1 2-2X6 0.217 22 3 0 22 z 22 0.552 0.46 0.772 0.893 0.172 3.6.3 Page 22 of 42 Ross Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 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 0,56 14.833,56 14.8 9.38 F1 FOUNDATION Base N1 N2 Concrete Conc250ONV\ 16 474 OK F2 14.833,56 14.833,53 3.0 2.51 F2 FOUNDATION Base N2 N3 Concrete Conc250ONV\ 16 627 OK F3 14.833,53 23.583,53 8.8 6.82 F3 FOUNDATION Base N3 N4 Concrete Conc2500MA 16 584 OK F4 23.583,53 27.958,53 4.4 3.89 F4 FOUNDATION Base N4 N5 Concrete Conc2500MA 16 667 OK F5 27.958,53 31.833,53 3.9 1.87 F5 FOUNDATION Base N5 N6 Concrete Conc250ONV\ 16 363 OK F6 31.833,53 34.5,53 2.7 2.16 F6 FOUNDATION Base N6 N7 Concrete Conc250ONV\ 16 606 OK F7 34.5,53 34.5,49 4.0 7.86 F7 FOUNDATION Base N7 N8 Concrete Conc250ONV\ 16 1473 OK F8 34.5,49 34.5,47 SEE F9 F9 34.5,47 36.5,47 3.5 22.78 F9 FOUNDATION Base N9 N10 Concrete Conc250ONV\ 42 1859 OK F10 36.5,47 41.333,47 4.8 2.25 F10 FOUNDATION Base N10 N11 Concrete Conc2500NV\ 16 349 OK F11 41.333,47 48.372,47 7.0 3.37 F11 FOUNDATION Base N11 N12 Concrete Conc2500MA 16 359 OK F12 48.372,47 52.5,47 3.0 13.71 F12 FOUNDATION Base N12 N13 Concrete Conc250ONV\ 36 1523 OK F13 52.5,47 52.5,45.004 2.0 2.46 F13 FOUNDATION Base N13 N14 Concrete Conc250ONV\ 16 924 OK F14 52.5,45.004 52.5,17.125 27.9 27.69 F14 FOUNDATION Base N14 N15 Concrete Conc250ONV\ 16 745 OK F15 52.5,17.125 52.5,13.125 4.0 4.43 F15 FOUNDATION Base N15 N16 Concrete Conc250ONV\ 16 830 OK F16 52.5,13.125 52.5,7 6.1 4.73 F16 FOUNDATION Base N16 N17 Concrete Conc2500MA 16 579 OK F17 52.5,7 41.333,7 11.2 7.75 F17 FOUNDATION Base N17 N18 Concrete Conc2500MA 16 520 OK F18 41.333,7 41.333,8 1.0 0.71 F18 FOUNDATION Base N18 N19 Concrete Conc2500MA 16 535 OK F19 41.333,8 35,8 6.3 4.75 F19 FOUNDATION Base N19 N20 Concrete Conc250ONV\ 16 562 OK F20 35,8 33,8 2.0 2.08 F20 FOUNDATION Base N20 N21 Concrete Conc250ONV\ 16 780 OK F21 33,8 33,4 4.0 9.35 F21 FOUNDATION Base N21 N22 Concrete Conc250ONV\ 16 1754 0K F22 33,4 22,4 11.0 7.33 F22 FOUNDATION Base N22 N23 Concrete Conc250ONV\ 16 499 OK F23 22,4 22,3 1.0 0.57 F23 FOUNDATION Base N23 N24 Concrete Conc250ONV\ 16 428 OK F24 22,3 22,0 3.0 2.79 F24 FOUNDATION Base N24 N25 Concrete Conc2500MA 16 698 OK F25 22,0 17.229,0 4.8 3.37 F25 FOUNDATION Base N25 N26 Concrete Conc2500MA 16 530 OK F26 17.229,0 4.729,0 12.5 1.62 F26 FOUNDATION Base N26 N27 Concrete Conc250ONV\ 16 97 OK F27 4.729,0 0,0 4.7 3.83 F27 FOUNDATION Base N27 N28 Concrete Conc250ONV\ 16 607 OK F28 0,0 0,4.423 4.4 2.44 F28 FOUNDATION Base N28 N29 Concrete Conc250ONV\ 16 413 OK F29 0,4.423 0,8.423 4.0 10.08 F29 FOUNDATION Base N29 N30 Concrete Conc2500NV\ 16 1889 OK F30 0,8.423 0,12.423 4.0 9.47 F30 FOUNDATION Base N30 N31 Concrete Conc2500MA 16 1776 OK F31 0,12.423 0,23.208 10.8 8.63 F31 FOUNDATION Base N31 N32 Concrete Conc2500MA 16 600 OK F32 0,23.208 0,40 16.8 17.71 F32 FOUNDATION Base N32 N33 Concrete Conc250ONV\ 16 791 OK F33 0,40 0,44 4.0 7.50 F33 FOUNDATION Base N33 N34 Concrete Conc250ONV\ 16 1406 OK F34 0,44 0,47.875 3.9 4.93 F34 FOUNDATION Base N34 N35 Concrete Conc250ONV\ 16 953 OK F35 0,47.875 0,50 2.1 2.23 F35 FOUNDATION Base N35 N36 Concrete Conc250ONV\ 16 786 OK F36 0,50 0,54 4.0 8.14 F36 FOUNDATION Base N36 N37 Concrete Conc250ONV\ 16 1525 OK F37 0,54 0,56 2.0 1.52 F37 FOUNDATION Base N37 N1 Concrete Conc2500NV\ 16 569 OK F38 0,23.208 9.958,23.208 10.0 13.54 F38 FOUNDATION Base N32 N38 Concrete Conc2500NV\ 16 1020 OK F39 9.958,23.208 9.958,28.5 5.3 3.97 F39 FOUNDATION Base N38 N39 Concrete Conc250ONV\ 16 562 OK F40 9.958,28.5 13.5,28.5 3.5 3.90 F40 FOUNDATION Base N39 N40 Concrete Conc250ONV\ 16 826 OK F41 13.5,28.5 17.5,28.5 4.0 10.02 F41 FOUNDATION Base N40 N41 Concrete Conc250ONV\ 16 1878 OK F42 17.5,28.5 20,28.5 2.5 3.77 F42 FOUNDATION Base N41 N42 Concrete Conc2500NV\ 16 1130 OK F43 20,28.5 22,28.5 2.0 3.09 F43 FOUNDATION Base N42 N43 Concrete Conc2500NV\ 16 1160 OK F44 22,28.5 22,25.667 3.8 7.80 F44 FOUNDATION Base N43 N44 Concrete Conc2500NV\ 16 1540 OK F45 22,25.667 22,8 16.7 13.73 F45 FOUNDATION Base N44 N45 Concrete Conc250ONV\ 16 616 OK F46 22,8 22,4 3.5 24.11 F46 FOUNDATION Base N45 N23 Concrete Conc250ONV\ 42 1968 OK F47 14.833,53 14.833,50.5 2.5 6.19 F47 FOUNDATION Base N3 N46 Concrete Conc250ONV\ 16 1856 OK F48 14.833,50.5 14.833,48.958 1.5 1.24 F48 FOUNDATION Base N46 N47 Concrete Conc250ONV\ 16 603 OK F49 14.833,48.95814.833,45.958 3.0 6.64 F49 FOUNDATION Base N47 N48 Concrete Conc2500NV\ 16 1659 OK F50 14.833,45.958 14.833,43.5 2.5 2.39 F50 FOUNDATION Base N48 N49 Concrete Conc2500NV\ 16 728 OK F51 14.833,43.5 14.833,40.5 3.5 21.03 F51 FOUNDATION Base N49 N50 Concrete Conc2500NV\ 42 1716 OK F52 14.833,40.5 14.833,30.5 10.0 9.55 F52 FOUNDATION Base N50 N51 Concrete Conc250ONV\ 16 716 OK F53 14.833,30.5 14.833,28.5 2.0 1.19 F53 FOUNDATION Base N51 N52 Concrete Conc250ONV\ 16 444 OK F54 27.958,53 27.958,28.5 24.5 19.83 F54 FOUNDATION Base N5 N53 Concrete Conc250ONV\ 16 607 OK F55 33,28.5 33,26.167 3.0 16.48 F55 FOUNDATION Base N54 N55 Concrete Conc250ONV\ 36 1831 OK F56 33,26.167 33,20.583 5.6 3.61 F56 FOUNDATION Base N55 N56 Concrete Conc250ONV\ 16 485 OK F57 33,20.583 33,17.583 3.0 3.04 F57 FOUNDATION Base N56 N57 Concrete Conc2500MA 16 761 OK F58 33,17.583 33,10 7.6 5.30 F58 FOUNDATION Base N57 N58 Concrete Conc2500MA 16 524 OK F59 33,10 33,8 2.0 1.11 F59 FOUNDATION Base N58 N21 Concrete Conc250ONV\ 16 416 OK F60 41.333,47 41.333,19.95E 27.0 19.91 F60 FOUNDATION Base N11 N59 Concrete Conc250ONV\ 16 552 OK F61 41.333,19.95E41.333,15.582 3.0 15.38 F61 FOUNDATION Base N59 N60 Concrete Conc250ONV\ 36 1708 OK F62 41.333,15.58 41.333,14.33 1.3 0.89 F62 FOUNDATION Base N60 N61 Concrete Conc250ONV\ 16 534 OK F63 41.333,14.33"41.333,11.33": 3.0 2.98 F63 FOUNDATION Base N61 N62 Concrete Conc2500NV\ 16 746 OK F64 41.333,11.33" 41.333,8 3.3 2.88 F64 FOUNDATION Base N62 N19 Concrete Conc2500MA 16 649 OK Page 23 of 42 F65 31.5,4 31.5,1.5 2.5 1.44 F65 FOUNDATION Base N63 N64 Concrete Conc2500NV\ 12 575 OK F66 31.5,1.5 31.5,-0.75 2.3 2.66 F66 FOUNDATION Base N64 N65 Concrete Conc2500NV\ 12 1181 OK F67 42.375,7 42.375,1.5 5.5 3.85 F67 FOUNDATION Base N66 N67 Concrete Conc2500NV\ 12 699 OK F68 42.375,1.5 42.375,-0.75 2.3 2.30 F68 FOUNDATION Base N67 N68 Concrete Conc2500NV\ 12 1020 OK F69 6.104,42 8.104,42 2.5 8.26 F69 FOUNDATION Base N69 N70 Concrete Conc2500NV\ 30 1322 OK F70 47.375,27.667 50,27.667 3.0 12.92 F70 FOUNDATION Base N71 N72 Concrete Conc2500NV\ 36 1436 OK F71 23.5,60 25.5,60 2.0 4.67 F71 FOUNDATION Base N73 N74 Concrete Conc2500NV\ 24 1168 OK F72 51.5,60 53.5,60 2.5 5.90 F72 FOUNDATION Base N75 N76 Concrete Conc2500NV\ 30 943 OK F236 45.917,18.45E47.917,18.45E 2.5 3.66 F236 FOUNDATION Base N88 N89 Concrete Conc2500NV\ 30 585 OK Page 24 of 42 Ross project: SOLOMON RESIDENCE by: RR sheet #: Engineering location: EDMONDS, WA date: 2/25/2022 Design client: THE LEREN COMPANY job #: 22005 Inc Lateral Design Page 25 of 42 Ross Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 ASCE 7-16 Seismic Design Parameters Risk Category: II ASCE Table 1.5-1 Importance Factors ASCE Table 1.5-2 Seismic, IE = 1.00 Site Soil Class: D ASCE Table 20.3-1 Or Geotechical Response Accelerations: For Lattitude = 47.81 degrees Recommendation & Longitude =-122.38 degrees https://earthquake.usgs.gov/ws/designmaps/asce7-10.ison?latitude=47.81 &longitude=-122.38&riskCategory=l I&siteClass=D&title= Exam ple Mapped spectral response acceleration Ss= 1.27 g site -specific S1= 0.498 g site -specific Fa = 1.00 ASCE Table 11.4-1 Fv= 1.80 ASCE Table 11.4-2 Maximum spectral response acceleration ASCE 11.4.4 SMs = FaSs = 1.27 g SM1= FvS1= 0.897 g Design spectral response acceleration ASCE 11.4.5 Sos = (2/3) SMs = 0.846 g Sol = (2/3) SM1= 0.598 g Seismic Design Category: Based on SDS = D ASCE Table 11.6-1 Based on Spl = D ASCE Table 11.6-2 Controlling Category = D Building Period: Structure Type = 4 1- Steel moment resisting frame ASCE 12.8.2.1 0 Building Height hn = 19.5 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 = 0.19 seconds Response Coefficient: R = 6.50 ASCE Table 12.2-1 Q0 = 2.50 Cs = Sps/(R/IE) = 0.130 ASCE 12.8.1.1 Cs(max) = Sol/(RTjIE) = 0.496 CS(min) = 0.037 Controlling Cs = 0.130 Seismic Design Force: V = CSW = 0.130 W (ult) ASCE 12.8.1 V = CsW/1.4 = 0.093 W (asd ) rho = 1.0 Base Shear = 14.4 Kips 2/25/2022 Page 26 of 42 Ross Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 Seismic Story Shear Story Weights Level 2 Level 1 Story Shear CS = Roof 13.0 psf 1900 sq ft 24.7 Exterior Wall Above 0.0 plf 0 ft 0.0 Exterior Wall 45.0 plf 197 ft 8.9 Interior Wall Above 0.0 psf 0 sq ft 0.0 Interior Wall 5.6 psf 1900 sq ft 10.7 Low Roof 0.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 44.3 k Floor 11.0 psf 1900 sq ft 20.9 Exterior Wall Above 45 plf 197 ft 8.9 Exterior Wall 45 plf 217 ft 9.8 Interior Wall Above 5.6 psf 1900 sq ft 10.7 Interior Wall 5.6 psf 1760 sq ft 9.9 Low Roof 13.0 psf 500 sq ft 6.5 Other psf sq ft 0.0 0.130 (ult ) Height Weight Ve Level hx (ft) wx (k) hXwX Fx (k) 2 19.50 44.3 863 8.51 1 9.00 66.6 600 5.92 Total = 110.9 1462 14.43 Vtotal = CS x Ewx = 14.43 k Fx = Vtotal x hxwx / Ihxwx Diaphragm Shear SAS = 0.846 IC = 1.00 Base Shear V = 14.43 k Weight Level wi (k) Story Shear Sw; Fi (k) SF; Dia. Shear Fpx (k) Max Fpx (k) Min Fpx (k) Controlling Fpx (k) 2 44.3 44.3 8.51 8.51 8.51 14.98 7.49 8.51 1 66.6 110.9 5.92 14.43 8.67 22.54 11.27 11.27 Max Fpx =0.40xIPxSDSxW; = 0.34 x w; Min Fpx=0.20xIPxSIDS xWi= 0.17 xwi Page 27 of 42 Ross Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 ASCE 7-16 Wind Design Parameters Risk Category II Design Wind Speed V 100 mph Exposure Category B Enclosure Classification Enclosed K,t Topographic Factor 1.0 Kd Directionality Factor 0.85 Ground Elevation = 0-1000 ft Wind Loads, Components and Cladding ASCE 7-16 Section 30.3, h<60ft Height h, z 19.5 ft Roof Slope = 14 Degrees Slope Reduction Factor = 1 Applied to GCp; Velocity Pressure Coefficient a 7 z 30 zg 1200 Kh,Z = 2.01(z/zg)2/a = 0.70 Velocity Pressure Ke = 1 q,,h = 0.0026K,KztKdK,V2 = 15.2 psf GCp; Internal Pressure Coeffecient 0.18 +/- Design Wind Pressure p = q,,h(GCp - GCp) psf Area Zone 4, 5 Zone 4 Zone 5 Zone 4, 5 Zone 4 Zone 5 Gcpi (+) Gcpi (-) Gcpi (-) p inward p outward p outward 10 1.000 -1.100 -1.400 18.0 -19.5 -24.1 20 0.947 -1.047 -1.294 17.2 -18.7 -22.5 50 0.877 -0.977 -1.153 16.1 -17.6 -20.3 100 0.823 -0.923 -1.047 15.3 -16.8 -18.7 150 0.792 -0.892 -0.985 14.8 -16.3 -17.8 200 0.770 -0.870 -0.941 14.5 -16.0 -17.1 300 0.739 -0.839 -0.878 14.0 -15.5 -16.1 500 0.700 -0.800 -0.800 13.4 -14.9 -14.9 IBC Table 1604.5 Figure 26.5-1 Section 26.7 Section 26.12 Figure 26.8-1 Table 26.6-1 Table 26.9-1 Section 26.10.1 Equation 26.10-1 Table 26.13-1 Figure 30.3-1 Page 28 of 42 Ross Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 Wind Loads Main Wind Force Resisting System ASCE 7 - Chapter 28 Part II Wind Criteria Risk Category: II Basic Wind Speed (V) (ult) = 100 mph Exposure = B k = 1.00 Kzt = 1.00 Roof Angle = 14 deg Average Roof Height = 22 ft Plate Height (H) = 19.5 ft Least Horiz Dimension (L) = 52.5 ft 0.10L = 5.25 ft 0.4(H) 5 ft a min = max of 3ft or 0.04L = 3 ft a = 5 ft 2a = 10.0 ft Simplified Design Wind Pressure Load Case 1 Load Case 2 Minimum controlling Zone P530 (Psf) I P5 (Psf) Psao (psf) F P5 (psf) I P5 (Psf) I P5 (Psf) A 17.9 17.9 0.0 0.0 16.0 17.9 B -7.4 -7.4 0.0 0.0 8.0 8.0 C 11.9 11.9 0.0 0.0 16.0 16.0 D -4.3 -4.3 0.0 0.0 8.0 8.0 E -19.1 -19.1 0.0 0.0 --- ---- F -11.6 -11.6 0.0 0.0 --- ---- G -13.3 -13.3 0.0 0.0 --- - -- H -8.9 -8.9 0.0 0.0 --- ---- EoH -26.7 -26.7 0.0 0.0 --- ---- GoH -20.9 -20.9 0.0 0.0 --- ---- 2/25/2022 Page 29 of 42 Ross Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 Wind Story Shear FRONT TO BACK Zone A Zone B 17.9 ps (psf) 8 ps (psf) Level Area (ft2) Area (ft2) Zone C Zone D 16 ps(psf) 8 ps(psf) Area (ft2) Area (ft2) V, (K) 2 48 20 164 155 4.88 1 130 448 9.50 SIDE TO SIDE Zone A 17.9 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 48 20 136 111 4.08 1 150 423 9.45 2/25/2022 Page 30 of 42 Ross Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 Story Shear Summary FRONT TO BACK Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 2 8.51 8.51 4.88 4.88 1 5.92 14.43 9.50 14.38 SIDE TO SIDE Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 2 8.51 8.51 4.08 4.08 1 5.92 14.43 9.45 13.54 2/25/2022 Page 31 of 42 Ross Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 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 8.51 65 < 177 . 46.0 Wind 4.88 32 < 246 OK SIDE TO SIDE Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 8.51 Wind 4.08 52.5 Check Tyical Chord For Maximum Force Vmax (ult) = 5.96 k (asd) Diaphragm Width = 52.5 ft Diaphragm Depth = 46.0 ft Plate Size 2x6 Ft allow = 525 psi Chord Splice Capacity = (16) 16d nails = 16 x 122 lb x 1.6 = 57 < 177 OK 23 < 246 OK M = 39.11 kft T = M/D = 850 lb At = 8.25 Tallow = Ft allow x At x Cd = 6930 lb > 3123.2 lb > T OK 850 0 K Page 32 of 42 Ross Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 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 33 of 42 Ross Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 Shearwall Connections Shear Clips Simpson Shear Connectors, pg 190 Sill Plate Connection to Concrete NDS Table 11E G = 0.43 CD = 1.6 CM = 1.0 Sole Plate Connection to Rim/Blocking NDS Table 11J & 11N, ESR-2236 G = 0.43 CD = 1.6 CM = 1.0 Connection Capacities Fastener Allowable Shear (lb) LS50 630 LTP4 575 A34 445 A35 600 16d TOENAIL 75 Bolt Diameter Side Member Z (lb) VON 1/2" 1-1/2" 590 944 5/8" 1-1/2" 860 1376 3/4" 1-1/2" 1200 1920 1/2" 2-1/2" 730 1168 5/8" 2-1/2" 1070 1712 3/4" 2-1/2" 1400 2240 Dowel Side Member Z (lb) Z' (lb) 16d 1.5 122 195 SDS1/4x6 2.5 245 392 Shear Wall Label Shear Clips Type Spacing Capacity Sill Plate Size Anchor Spacing Capacity Sole Plate Size Dowel Spacing Capacity Controlling Capacity 1 16d TOENAIL 6 150 2x 5/8" 48 344 2x 16d 6 390 150 2 LTP4 24 288 2x 5/8" 48 344 2x 16d 6 390 288 3 LTP4 18 383 2x 5/8" 32 516 2x 16d 4 586 383 4 LTP4 14 493 2x 5/8" 24 688 2x 16d 4 586 493 5 LTP4 10 690 2x 5/8" 18 917 2x 16d 3 781 690 6 LTP4 7 986 3x 5/8" 18 1141 3x SDS1/4x6 4 1176 986 Page 34 of 42 Ross Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 Shear Wall Braced Lines FRONT TO BACK Tributary (%) SIDE TO SIDE Level Label 2 1 Label GRID A 20 25 GRID 0.8 GRID B.6 12 GRID 2 GRID C 8 GRID 3 GRID CA 10 GRID 4 GRID D.2 25 GRID 5.5/6 GRID D.6 10 GRID 7.1 GRID E 14 25 GRID 7.5 GRID F GRID 8 GRID G 26 GRID 8.2 GRID H 25 GRID 9 TOTAL 100 100 TOTAL SHEARWALL DESIGN Ve = Accumulated seismic shear on Braced Line (k) Vw = Accumulated wind shear on Braced Line (k) Ltot = Total shear panel length in Braced Line (ft) H = Plate height (ft) Lsw = Length of design shear panel for overturning (ft) L1, 2, 3 = Length of shear panels between openings in a perforated shear wall (ft) Hopg = Height of opening in a perforated wall (ft) Co = Reduction factor for a perforated shear wall Ratio = Height -length aspect ratio of a shear segment 2L/H = Aspect ratio reduction factor Seg. = Segmental Shear Wall per SPDWS 4.3.5.1 Force = Force Transfer Shear Wall per SPDWS 4.3.5.2 Perf. = Segmental Shear Wall per SPDWS 4.3.5.3 V ve= vw = vea= vwa= Tr = La = Ta = P1 = P2 = T= C= Tributary (%) Level 2 25 25 10 20 20 100 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) 1 22 8 40 15 15 100 2/25/2022 Doss Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 LEVEL 2 FRONT TO BACK Shearwall Design E T/C W T/C GRID Ve Vw Ltot H Type Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 Above Above E T/C W T/C Holdown A 1.70 0.98 31 9.00 Seg. 11.75 1.00 0.77 1.00 1 38 150 19 150 4 4 2 1001 278 0 0 -433 -609 NOT REQ'D B.6 1.02 0.59 10 9.00 Seg. 10 1.00 0.90 1.00 1 72 150 35 150 2 4 2 696 278 0 0 17 -310 NOT REQ'D C 0.68 0.39 5 9.00 Seg. 5 1.00 1.80 1.00 1 95 150 47 150 2 4 2 348 278 0 0 406 -30 NOT REQ'D CA 0.85 0.49 5.5 9.00 Seg. 5.5 1.00 1.64 1.00 1 108 150 53 150 2 4 2 383 278 0 0 505 10 NOT REQ'D D.6 0.85 0.49 5.5 9.00 Seg. 5.5 1.00 1.64 1.00 1 108 150 53 150 2 4 2 383 278 0 0 505 10 NOT REQ'D E 1.19 0.68 8 9.00 Seg. 8 1.00 1.13 1.00 1 104 150 51 150 2 4 2 557 278 0 0 382 -95 NOT REQ'D G 2.21 1.27 9 9.00 Perf. 15.5 5 4 5 0.67 2.25 0.89 3 172 210 85 295 4 4 2 1321 278 0 0 -39 -496 NOT REQ'D LEVEL GRID 8.51 2 Ve 4.88 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 2.13 1.02 5.5 9.00 Seg. 2.75 1.00 3.27 0.61 4 271 278 111 390 4 4 2 0 0 2438 1002 MSTC40 4 2.13 1.02 5.7 9.00 Seg. 2.85 1.00 3.16 0.63 4 261 289 107 404 4 4 2 0 0 2353 967 MSTC40 7.1 0.85 0.41 6.5 9.00 Seg. 3 1.00 3.00 0.67 1 92 150 38 150 3 4 2 232 278 0 0 431 -55 NOT REQ'D 7.5 1.70 0.82 14.5 9.00 Seg. 14.5 1.00 0.62 1.00 1 82 150 34 150 4 4 2 1235 278 0 0 -156 -592 NOT REQ'D 8 1.70 0.82 11.3 9.00 Seg. 11.3 1.00 0.80 1.00 1 105 150 43 150 3 4 2 875 278 0 0 234 -325 NOT REQ'D 8.51 4.08 Doss Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 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 A 3.61 3.59 43 9.00 Seg. 18 1.00 0.50 1.00 1 59 150 50 150 1 4 1 1091 242 -433 -609 -692 -945 NOT REQ'D D.2 3.61 3.59 8 9.00 Seg. 8 1.00 1.13 1.00 3 316 353 270 383 1 4 1 485 242 0 0 2356 1942 HDU4 E 3.61 3.59 6 9.00 Seg. 6 1.00 1.50 1.00 4 421 456 359 493 1 4 1 364 242 382 -95 3746 2716 HDU5 H 3.61 3.59 11.5 9.00 Seg. 11.5 1.00 0.78 1.00 2 220 242 188 288 1 4 1 697 242 0 0 1385 1097 STHD14 14.43 14.38 LEVEL GRID 1 Ve 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 0.8 3.17 2.98 5.7 8.00 Seg. 2.85 1.00 2.81 0.71 5 390 424 313 594 1 4 1 156 218 0 0 2823 2212 STHD14 2 1.15 1.08 2.67 9.00 Seg. 2.67 1.00 3.37 0.59 5 303 353 243 494 1 4 1 162 242 2438 1002 4839 2869 HDU4 5.5/6 5.77 5.41 15.75 9.00 Seg. 5.75 1.00 1.57 1.00 3 257 353 206 383 1 4 1 348 242 0 0 1892 1440 HDU4 8.2 2.16 2.03 3.5 9.00 Seg. 3.5 1.00 2.57 0.78 5 433 463 348 648 1 4 1 212 242 0 0 3548 2784 HDU4 9 2.16 2.03 5.5 9.00 Seg. 5.5 1.00 1.64 1.00 3 275 353 222 383 1 4 1 333 242 0 0 2070 1584 STHD14 14.43 13.54 Page 37 of 42 Ross Engineering Design Inc project: SOLOMON RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 2/25/2022 client: THE LEREN COMPANY job #: 22005 Misc Calculations Deck Guardrail Wood Guardrail Posts (if applicable) M = 2001b x 42" = 8400 in -lb fb = 850 psi Cd = 1.6 Seq'd = M/fb/Cd = 6.1764706 in3 d = 3.50 in w = 3.50 in S = 7.1458333 in3 4x4 post OK with no notch TAPERED JOISTS M = 2001b x 42" = 8400 in -lb fb = 850 psi Cd = 1.6 Seq'd = M/fb/Cd = 6.1764706 in3 d = 2.75 in w = 5.50 in S = 6.9322917 in3 6x6 post ok with 2.75" max notch span 15 ft dl 13 psf II 60 psf spacing 12 in width 3 in location moment depth S fb f'b allow = 850 x 1.15 = 978 psi ft in -lb in in3 psi 0 0 9.25 42.8 0 V = 548 lb 1 6132 9.125 41.6 147 A = 22.5 in2 2 11388 9 40.5 281 Fv = 3V/2A = 37 psi 3 15768 8.875 39.4 400 Pv allow = 180 psi 4 19272 8.75 38.3 503 5 21900 8.625 37.2 589 6 23652 8.5 36.1 655 7 24528 8.375 35.1 699 8 24528 8.25 34.0 721 9 23652 8.125 33.0 717 10 21900 8 32.0 684 11 19272 7.875 31.0 622 12 15768 7.75 30.0 525 13 11388 7.625 29.1 392 14 6132 7.5 28.1 218 Tapered 2x10 HF#2 joist OK 15 0 7.375 27.2 0 Page 38 of 42 r i �i on :1 on m 0.967k-0.967k 0.967k B40 ■ ■ B36 -1.002k 1.002k B37-1.002k Loads: OL2 - Other Load 2 Results for LC 1, ASCE 2.4.1-1 2ND FLOOR OVERTURNING ON BEAMS SOLOMONA Page 39 of 42 Beam: B36 Floor: 2ND FLOOR Size: 6.75X21 FS Material: 24F-1.8E DF Unbalanced Function: Gravity Shape Group: Glulam_Western Span: Single Fixity: Pinned -Pinned Bending: Strong Axis Geometry: Length = 22ft Points (Start to End): N25 to N21 (9.54161 e-14,6,0) to (22,6,0) Angle: 0 degrees Code: AWC NDS-12: ASD Diagrams for Load Combination 13: ASCE 2.4.1-8 + Load Diagram (Live Load Reduction not shown): Distributed Loads (k/ft), Point Loads (k) 0.05 *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: 3.617 0 2.028(a) 2.948(a) 0 J-End: 8.155 0 6.044 6.06 0 Maximum Total I -End Reaction: 2.252k for LC 14 (ASCE 2.4.1-8 -) Maximum Total J-End Reaction: 5.605k for LC 13 (ASCE 2.4.1-8 +) Shear: 14% Capacity at 22ft for LC 13 (ASCE 2.4.1-8 +) V = 5.605k at 22ft fv = 0.059ksi Fv' = 0.424ksi Wood Shear Factors Fv = 0.23ksi CD = 1.6 Cm = 1 Ct = 1 Bending: 19.2% Capacity at 15.3542ft for LC 14 (ASCE 2.4.1-8 -) M = 27.878k-ft RB = 9.25896 le -bend Top = 15.5ft le -bend Bot = 22ft fb = 0.674ksi Fb' = 3.51598ksi Wood Bending Factors Fb = 2.4ksi CD = 1.6 Cm = 1 Ct = 1 Cfu = 1.07 CL = 0.977312 CF = 1 Cr = 1 CV = 0.915619 RISAFIoor Version 15.0.4 [C:1... 1... 1... \Ross Engineering Design12200122005 Solomon Residence_LCIICALCSISOLOMON.rfl] Page 1 Page 40 of 42 Beam: B37 Shape Group: Glulam_Western Code: AWC NDS-12: ASD Floor: 2ND FLOOR Span: Single Size: 3.5X10.5FS Fixity: Pinned -Pinned Material: 24F-1.8E DF Unbalanced Bending: Strong Axis Function: Gravity Geometry: Length = 11ft Points (Start to End): N21 to N17 (22,6,0) to (33,6,0) Angle: 0 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) 0.134 0.01 0.012 0.012 0.012 0.012 0.0120.221 -2.033 *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: 1.515 0 2.688(a) 0.245(a) 0 J-End: 2.159 0 2.688 0.965 0 Maximum Total I -End Reaction: 1.491 k for LC 14 (ASCE 2.4.1-8 -) NO NET UPLIFT AT I END Maximum Total J-End Reaction: 3.151 k for LC 14 (ASCE 2.4.1-8 -) UPLIFT AT J END Maximum Total I -End Uplift Reaction: 0.327k for LC 13 (ASCE 2.4.1-8 +) HANDLED BY HOLD Maximum Total J-End Uplift Reaction: -0.561 k for LC 13 (ASCE 2.4.1-8 +) DOWN STRAP Shear: 30.3% Capacity at 11ft for LC 14 (ASCE 2.4.1-8 -) V = 3.151 k at 11 ft fv = 0.129ksi Fv' = 0.424ksi Wood Shear Factors Fv = 0.23ksi CD = 1.6 Cm = 1 Ct = 1 Bending: 36.5% Capacity at 8.36458ft for LC 14 (ASCE 2.4.1-8 -) M = 7.483k-ft RB = 3.69865 le -bend Top = 1.33ft le -bend Bot = 11ft fb = 1.396ksi Fb' = 3.82958ksi Wood Bending Factors Fb = 2.4ksi CD = 1.6 Cm = 1 Ct = 1 Cfu = 1.1 CL = 0.997285 CF = 1 Cr = 1 CV = 1 RISAFloor Version 15.0.4 [C:1... 1... 1... \Ross Engineering Design12200122005 Solomon Residence_LCIICALCSISOLOMON.rfl] Page 1 Page 41 of 42 Beam: B39 Floor: 2ND FLOOR Size: 6.75X18FS Material: 24F-1.8E DF Unbalanced Function: Gravity Shape Group: Glulam_Western Span: Single Fixity: Pinned -Pinned Bending: Strong Axis Geometry: Length = 22.5ft Points (Start to End): N101 to N31 (15.5,6,0) to (15.5,28.5,0) Angle: 90 degrees Code: AWC NDS-12: ASD Diagrams for Load Combination 14 : ASCE 2.4.1-8 - Load Diaaram (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: 7.322 0 3.641(a) 6.629(a) 0 J-End: 2.167 0 0.786 1.868 0 Maximum Total I -End Reaction: 5.023k for LC 13 (ASCE 2.4.1-8 +) Maximum Total J-End Reaction: 1.48k for LC 13 (ASCE 2.4.1-8 +) Shear: 14.6% Capacity at Oft for LC 13 (ASCE 2.4.1-8 +) V = 5.023k at Oft fv = 0.062ksi Fv' = 0.424ksi Wood Shear Factors Fv = 0.23ksi CD = 1.6 Cm = 1 Ct = 1 Bending: 21.3% Capacity at 5.15625ft for LC 13 (ASCE 2.4.1-8 +) M = 23.011 k-ft RB = 9.1084 le -bend Top = 17.5ft le -bend Bot = 22.5ft fb = 0.758ksi Fb' = 3.56258ksi Wood Bending Factors Fb = 2.4ksi CD = 1.6 Cm = 1 Ct = 1 Cfu = 1.07 CL = 0.978314 CF = 1 Cr = 1 CV = 0.927756 RISAFIoor Version 15.0.4 [C:1... 1... 1... \Ross Engineering Design12200122005 Solomon Residence_LCIICALCSISOLOMON.rfl] Page 1 Page 42 of 42 Beam: B40 Shape Group: Glulam_Western Code: AWC NDS-12: ASD Floor: 2ND FLOOR Span: Single Size: 3.5X16.5FS Fixity: Pinned -Pinned Material: 24F-1.8E DF Unbalanced Bending: Strong Axis Function: Gravity Geometry: Length = 15.5ft Points (Start to End): N26 to N102 (1.74929e-13,11,0) to (15.5,11,0) Angle: 0 degrees Diagrams for Load Combination 13: ASCE 2.4.1-8 + Load Diaaram (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: 2.752 0 2.269(a) 1.731(a) 0 J-End: 3.971 0 2.646 3.267 0 Maximum Total I -End Reaction: 3.195k for LC 13 (ASCE 2.4.1-8 +) Maximum Total J-End Reaction: 3.192k for LC 13 (ASCE 2.4.1-8 +) Shear: 23.4% Capacity at 15.1771ft for LC 14 (ASCE 2.4.1-8 -) V =-3.824k at 15.1771ft fv = 0.099ksi Fv' = 0.424ksi Wood Shear Factors Fv = 0.23ksi CD = 1.6 Cm = 1 Ct = 1 Bending: 23.4% Capacity at 10.9792ft for LC 14 (ASCE 2.4.1-8 -) M = 9.949k-ft RB = 15.8282 le -bend Top = 15.5ft le -bend Bot = 15.5ft fb = 0.752ksi Fb' = 3.21789ksi Wood Bending Factors Fb = 2.4ksi CD = 1.6 Cm = 1 Ct = 1 Cfu = 1.1 CL = 0.837992 CF = 1 Cr = 1 CV = 1 RISAFIoor Version 15.0.4 [C:1... 1... 1... \Ross Engineering Design12200122005 Solomon Residence_LCIICALCSISOLOMON.rfl] Page 1