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BLD2020-0559+Structural_Calculations+6.1.2020_4.05.30_PM
Page 1 of 27 Ross Engineering Design Inc BARTH ADDITION STRUCTURAL CALCULATIONS IN ACCORDANCE WITH THE 2015 IBC 8409 216TH ST SW, EDMONDS, WA Job Number 17088 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 27 m Results for LC 1, Service Dead Full Model BARTH ADDITION REV1.rfl Page 3 of 27 Ross project: BARTH ADDITION by: RR sheet #: Engineering location: 8409 216TH ST SW, EDMONDS, WA date: 6/1/2020 Design client: THE LEREN COMPANY job #: 17088 Inc Gravity Design Page 4 of 27 Ross Engineering Design Inc project: BARTH ADDITION by: RR sheet #: location: 8409 216TH ST SW, EDMONDS, WA date: 6/1/2020 client: THE LEREN COMPANY job #: 17088 Governing Codes General - International Building Code - 2015 Wood - ANSI / AF&PA NDS - 2015 ANSI / AF&PA SDPWS - 2015 Loads - ASCE / SEI 7-10 Concrete - ACI 318 - 14 Roof Loads Dead Load Sheathing Joist Beam Min. w/ Uplift Roofing 3.00 psf 3.50 psf 3.50 psf 2.00 psf Sheathing 1.50 1.50 1.50 1.00 Insulation 2.00 2.00 2.00 1.00 Sprinkler Ceiling 2.50 2.50 Lights 0.50 0.50 Trusses 2.00 2.00 Mechanical 1.00 1.00 Misc 0.50 2.00 2.00 Total 7.00 psf 13.00 psf 15.00 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 Sheathing Joist Beam Floor Covering 2.50 psf 2.50 psf 2.50 psf Gyperete Sheathing 2.30 2.30 2.30 Insulation Sprinkler Ceiling 2.50 2.50 Lights 0.50 0.50 Joist 2.00 Mechanical 1.00 1.00 Misc 1.00 1.20 1.20 Total 5.80 psf 10.00 psf 12.00 psf Live Loads Residential 40 psf Page 5 of 27 F10 F11 F12 F4 F5 F6 F13 F14 F15 F16 Loads: Envelop Results FOUNDATION KEY PLAN BARTH ADDITION REV1.rFl Page 6 of 27 = DB5 n ■ v DB6 I m w to J39 m J70 ■ J38 J69 J37 J68 J36 m J67 J35 J66 ■ J21 J65 J20 J64 J19 J63 J34 J62 J33 m J61 J32 J60 J31 J59 J30 ■ J58 B8 B7 Loads: DL PreComp - PreComposite Dead Load Results for LC 1, Service Dead MAIN FLOOR KEY PLAN BARTH ADDITION REV1.rFl Page 7 of 27 H2 R17 R41 R16 R40 R15 R39 R14 R38 = R13 m R37 R12 R36 R11 R35 R10 R34 0 H B5 . B6 v x Loads: DL PreComp - PreComposite Dead Load rn Results for LC 1, Service Dead ROOF KEY PLAN BARTH ADDITION REV1.rFl Page 8 of 27 Ross project: BARTH ADDITION by: RR sheet #: Engineering location: 8409 216TH ST SW, EDMONDS, WA date: 6/1/2020 Design client: THE LEREN COMPANY job #: 17088 Inc DECKING MAPS MAIN FLOOR I ROOF Deck Type As Applied None Joist Floor Truss Roof Rafter Roof Exterior Deck Page 9 of 27 Page 10 of 27 Company June 1,2020 AM 111RISA JobNuDesigner Checked ed Job Number Checked By:. A NEMETSCHEK COMPANY Model Name Wood Material Properties I nK.1 Tme r)nfnknen Qneniee r:rnrle Cm Gmnrl Ain Therm rlenerirfff 1 DF#1 Solid Sawn Visually Graded Douglas Fir -Larch No.1 1 .3 .3 .035 2 DF#2 Solid Sawn Visually Graded Douglas Fir -Larch No.2 1 .3 .3 .035 3 HF#2 Solid Sawn VisualIv Graded Hem -Fir No.2 1 .3 .3 .035 4 HF STUD Solid Sawn Visually Graded Hem -Fir Stud 1 .3 .3 .035 5 24F-1.8E DF Balan... Glulam NDS Table 5A 24F-1.8E DF BAL na 1 .3 .3 .035 6 24F-1.8E DF Unbal.. Glulam NDS Table 5A 24F-1.8E DF UNBAL na 1 .3 .3 .035 7 PARALLAM SCL TrusJoist 2.0E DF Parallam PSL na 1 .3 .3 .035 8 LVL SCL TrusJoist 1.9E TimberStrand LSL na 1 .3 .3 .035 9 PT 4x Post Custom N/A PT 4x Post na 1 .3 .3 .035 10 PT 6x Post Custom N/A PT 6x Post na 1 .3 .3 .035 11 PT 10 Custom N/A PT 10" na 1 .3 .3 .06 12 PT 12 Custom N/A PT 12" na 1 .3 .3 .06 13 PT 6x12 Custom N/A PT 6x12 max na 1 .3 .3 .035 14 PT 6x16 Custom N/A PT 6x16 max na 1 .3 .3 .035 15 RIGID Custom N/A RIGID na 1 .3 .3 .035 Custom Wood Properties I ohcl Ph r4cl F4 rLcil Fv M-il Fr rLcil F Ncil Fr1F r4cil Tvnn r`F 1 LVL_PRL_1.5E_2.. 2,25 1.5 .22 1.95 1500 1005 SCL 2 LVL_PRL HE 2... 2.9 1.9 .2851W 2.75 2000 1340 SCL 3 LVL_Microllam_1... 2.6 1.555 .285 2.51 1900 1273 SCL 4 PSL_Parallam 2.... 2.9 2.025 .29 2.9 2000 1340 SCL 5 PSL_ Parallam_1.... 2.4 1.755 .18 2.5 1800 1206 SCL 6 LSL TimberStran... 2.325 1.07 .31 2.05 1550 1038.5 SCL 7 LSL TimberStran... 1.7 1.075 .4 1.4 1300 871 SCL 8 King Beam 3 2 .3 1.8 2300 1541 VsuallyG... 9 PT 4x Post .68 .42 .12 1.04 1235 447 VsuallyG... 10 PT 6x Post .46 .3 .112 .46 1045 380 VsuallyG... 11 PT 10" .748 .42 .12 1.04 1235 447 VsuallyG... 12 PT 12" .68 .42 .12 1.04 1235 447 VsuallyG... 13 PT 6x12 max .54 .28 .112 .4 1045 380 VsuallyG... 14 PT 6x16 max .525 .28 .112 .4 1045 380 Visually G... 15 RIGID 1000 1000 1000 1000 le+6 le+6 VsuallyG... Deck General Properties I ohd RAof-ioI T- rlonir I I n hro-A R1 RA-Qnonrf+l 1 None Wood Deck 0 in 50 50 2 Joist Floor Wood Deck .8 in 50 50 3 Truss Roof Wood Deck .5 in 50 50 4 Rafter Roof Wood Deck .5 in 50 50 5 Exterior Deck Wood Deck 1.5 in 50 50 RISAFIoor Version 14.0.1 [C:1... 1... 1... 1... \1700\17088 Barth Addition_LCIIREV1ICALCSIBARTH ADDITION REV1.rfl] Page 1 Page 11 of 27 Company June 1,2020 AM 111RISA JobNuDesigner Checked ed Job Number Checked By:. A NEMETSCHEK COMPANY Model Name Deck Loads I nhd T..n 1Ahv Q.1f1A/+ rlrefl Siinc rll neofi rnne+ r11 rlrefl rnne+ I I rlrefl 1 None 2.917e-6 0 0 0 2 Joist Floor 002 0 .009 0 0 3 Truss Roof .001 .017 0 0 4 Rafter Roof .001 .016 0 0 5 Exterior Deck .004 .002 0 0 Design Deflection Parameters I nhe1 r11 nomw r11 Rnfin I I rlefFinl I I Pnfn r11 4.11 rinflnnl rll 4.11 R rn+cnnry rinflrinl Rm+in rn+cnnni rleflnnl Rnfin 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 2x10 360 1 360 240 SL 360 1 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 SCLFLUSH BEAM 360 360 1 240 SL 360 None 360 13 TRUSS 1000 1000 1000 SL 1000 None 360 14 EXIST 1000 1000 1000 SL 1000 None Uniform Area Loads Label Additive PreDL ks Po stlD Ulk sfl LL[ksfl ILL Type VL Rs fl D n Load ks 1 None I ILL -Reduce 2 Residential .04 ILL -Reduce 3 Snow .025 SL Line Loads: FOUNDATION Start Point End Point Start PreD... End PreDL[...Start PostDL[... End PostlD Start LL[klft] End LL[klft] ILL Type St Dy Load[klft] End D n Load k/ft No Data to Print ... Line Loads: MAIN FLOOR Start Point End Point Start PreD... End PreDL ...Start PostDL ... End PostD... Start LL /ft End L klft LL Type St D n Load k/ft End D n Load k/ft 1 N1 T N10 I 1 1 .05 .05 1 1 1 LL-Non Line Loads: ROOF Start Point End Pant Start PreD... End PreDL ...Start PostDL ... End PostD... Start LL /ft End LL[ktftl ILL Type St D n Load k/ft End D n Load klft No Data to Print ... RISAFIoor Version 14.0.1 [C:1... 1... 1... 1... \1700\17088 Barth Addition_LCIIREV1ICALCSIBARTH ADDITION REV1.rfl] Page Page 12 of 27 Company June 1,2020 AM 111RISA JobNuDesigner Checked ed Job Number Checked By:. A NEMETSCHEK COMPANY Model Name Combinations Label Solve Cate... Fac...Cate... Fac... Cate ... Fac... Cate ... Fac...Cate... Factor Cate... Factor Cate... Factor Cate... Factor Cate... Factor Cate... Facto 1 Service Dead Yes DL 1 2 Service Dead + Live Yes DL 1 ILL 1 3 Service D+ S Yes DL 1 SL 1 4 Service D + L + S Yes DL 1 ILL .75 SL .75 Combination Design I nhcl ASIF rn Ccrvirc 14nt Pnllcrl rnW Fnrmn Wnnrl Wnnrl Prnri rnnrrctc Moennry rn nnarfi nn 1 Service Dead .9 Yes Yes Yes Yes Yes Yes Yes Yes 2 Service Dead + Live Yes Yes Yes Yes Yes Yes Yes Yes 3 Service D + S 1.15 Yes Yes Yes Yes Yes Yes Yes Yes 4 Service D + L + S 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Beam Code Summary for Wood: FOUNDATION Label Size Ex icit Material Bending C... Loc 8 LC Defl Check Loc ft Cat Shear Check Lodft LC No Data to Print ... Beam Code Summary for Wood: MAIN FLOOR I Phal gi7P FYnliH Material Renriinrr (. I nrrffl I r nt fl Chark I rrrffl rat Shear Chark I nrlftl I C 1 B1 4X10 No DF#2 .044 .95 2 .036 0 DL .069 1.7541 2 2 B2 4X10 No DF#2 .287 1 1.977 2 .074 2.497 ILL .287 4.994 2 3 B4 3.5x9.25FS No PARALL... .559 9.95 3 .591 11.107 DL+LL .987 10.065 3 4 DB5 4X10 No PT 10 .22 4.844 2 .128 0 ILL .256 1.563 2 5 D136 4X10 No PT 10 .22 2.656 2 .128 7.5 ILL .256 5.938 2 6 B7 2-2X8 Yes HF#2 .154 1.25 2 .036 0 DL .253 2.5 2 7 B8 2-2X10 Yes DF#2 .896 4.667 3 .291 4.327 DL+LL .276 8.146 3 8 J30 2X10 No HF#2 .296 4.073 2 .129 4.073 ILL .181 8.146 2 9 J31 2X10 No HF#2 .343 4.073 2 .151 4.073 ILL .21 8.146 2 10 J32 2X10 No HF#2 .343 4.073 2 .151 4.073 ILL .21 8.147 2 11 J33 2X10 No HF#2 .343 4.073 2 .151 4.073 ILL .21 8.147 2 12 J34 2X10 No HF#2 .343 4.074 2 .151 4.074 ILL .21 8.147 2 13 J35 2X10 No HF#2 .343 4.074 2 .151 4.074 ILL .21 8.148 2 14 J36 2X10 No HF#2 .343 4.074 2 .151 4.074 ILL .21 8.149 2 15 J37 2X10 No HF#2 .343 4.075 2 .151 4.075 ILL .21 8.149 2 16 J38 2X10 No HF#2 .343 4.075 2 .151 4.075 ILL .21 8.149 2 17 J39 2X10 No HF#2 .296 4.075 2 .129 4.075 ILL .181 8.15 2 18 J19 2X10 No HF#2 .343 4.074 2 .151 4.074 ILL .21 8.148 2 19 J20 2X10 No HF#2 .343 4.074 2 .151 4.074 ILL .21 8.148 2 20 J21 2X10 No HF#2 .343 4.074 2 .151 4.074 ILL .21 8.148 2 21 J58 2X10 No HF#2 .209 3.427 2 .079 3.427 ILL .157 6.854 2 22 J59 2X10 No HF#2 .235 3.427 2 .09 3.427 ILL .176 6.854 2 23 J60 2X10 No HF#2 .235 3.427 2 .09 3.427 ILL .176 6.853 2 24 J61 2X10 No HF#2 .235 3.427 2 .09 3.427 ILL .176 6.853 2 25 J62 2X10 No HF#2 .235 3.426 2 .09 3.426 ILL .176 6.853 2 26 J63 2X10 No HF#2 .235 3.426 2 .09 3.426 ILL .176 6.852 2 27 J64 2X10 No HF#2 .235 3.426 2 .09 3.426 ILL .176 6.852 2 28 J65 2X10 No HF#2 .235 3.426 2 .09 3.426 ILL .176 6.852 2 RISAFIoor Version 14.0.1 [C:1..A... 1... 1... \1700\17088 Barth Addition_LCIIREV1ICALCSIBARTH ADDITION REV1.r`I] Page Page 13 of 27 Company June 1,2020 AM 111RISA JobNuDesigner Checked ed Job Number Checked By:. A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: MAIN FLOOR (Continued) I nhol Ci,c FvrJirh RAnfcri.i Rcnrlinn r I nrrffl I C n.fi (hark I nrrfn rnf Chanr rharlr I r rfFl I C 29 J66 2X10 No HF#2 .235 3.426 2 .09 3.426 LL .176 6.852 2 30 J67 2X10 No HF#2 .235 3.426 2 .09 3.426 LL .176 6.851 2 31 J68 2X10 No HF#2 .235 3.425 2 .09 3.425 LL .176 6.851 2 32 J69 2X10 No HF#2 .235 3.425 2 .09 3.425 LL .176 6.851 2 33 J70 2X10 No HF#2 .209 3.425 2 .079 3.425 LL .157 6.85 2 34 DJ35 2X4 No PT 10 .603 3.927 2 .84 3.927 LL .205 7.854 2 35 DJ36 2X4 No PT 10 .603 3.927 2 .84 3.927 LL .205 7.854 2 36 DJ59 2X8 No PT 10 .399 3.927 2 .242 3.927 LL .249 7.854 2 37 DJ60 2X8 No PT 10 .479 3.927 2 .296 3.927 LL .299 7.854 2 38 DJ61 2X8 No PT 10 .479 3.927 2 .296 3.927 LL .299 7.854 2 39 DJ62 2X8 No PT 10 .479 3.927 2 .296 3.927 LL .299 7.854 2 40 DJ63 2X8 No PT 10 .479 3.927 2 .296 3.927 LL .299 7.854 2 41 DJ64 2X8 No PT 10 .479 3.927 2 .296 3.927 LL .299 7.854 2 42 DJ65 2X8 No PT 10 .479 3.927 2 .296 3.927 LL .299 7.854 2 43 DJ66 2X8 No PT 10 .479 3.927 2 .296 3.927 LL .299 7.854 2 44 DJ67 2X8 No PT 10 .479 3.927 2 .296 3.927 LL .299 7.854 2 45 DJ68 2X8 No PT 10 .479 3.927 2 .296 3.927 LL .299 7.854 2 46 DJ69 2X8 No PT 10 .399 3.927 2 .242 3.927 LL .249 7.854 2 Beam Code Summary for Wood: ROOF I ahal gi7A FrnliciF Mafarini Ranrlinn C I nrrfll 1 C rlafl Chock I nrrfll Caf Chaar Chark I nrrffl I C 1 H1 4X8 No 7DF#2 .348 3.125 3 .157 3.125 DL+LL .272 6.25 3 2 H2 3.5X7.5FS No 24F-1.8E.. .656 3.125 3 .427 3.125 DL+LL .335 0 3 3 H3 4X8 No DF#2 .349 3.32 3 .157 3.125 DL+LL .276 0 3 4 H4 4X8 No DF#2 .192 3.125 3 .083 3.125 DL+LL .12 6.25 3 5 135 4X10 No DF#2 1 .416 2.465 3 1 .077 1.957 DL+LL .777 3.479 3 6 B6 4X10 No DF#2 .805 3.427 3 .276 3.427 DL+LL .54 6.854 3 7 137 3.5X12FS No 24F-1.8E.. .704 8.183 3 .97 8.927 DL+LL .323 17.854 3 8 TRUSS8 Not Designed No RIGID No Calc 0 0 N/A No Cale 9 TRUSS9 Not Desi ned No RIGID No Calc 0 0 N/A No Calc 10 R10 2X12 No HF#2 .243 3.75 3 .072 3.75 DL+LL .171 0 3 11 R11 2X12 No HF#2 .245 3.75 3 .073 3.75 DL+LL .172 7.5 3 12 R12 2X12 No HF#2 .245 3.75 3 .073 3.75 DL+LL .172 7.5 3 13 R13 2X12 No HF#2 .245 3.75 3 .073 3.75 DL+LL .172 7.5 3 14 R14 2X12 No HF#2 .245 3.75 3 .073 3.75 DL+LL .172 7.5 3 15 R15 2X12 No HF#2 .245 3.75 3 .073 3.75 DL+LL .172 7.5 3 16 R16 2X12 No HF#2 .245 3.75 3 .073 3.75 DL+LL .172 7.5 3 17 R17 2X12 No HF#2 .245 3.75 3 .073 3.75 DL+LL .172 7.5 3 18 R34 2X12 No HF#2 .241 3.75 3 .072 3.75 DL+LL .169 7.5 3 19 R35 2X12 No HF#2 .245 3.75 3 .073 3.75 DL+LL .172 7.5 3 20 R36 2X12 No HF#2 .245 3.75 3 .073 3.75 DL+LL .172 7.5 3 21 R37 2X12 No HF#2 .245 3.75 3 .073 3.75 DL+LL .172 7.5 3 22 R38 2X12 No HF#2 .245 3.75 3 .073 3.75 DL+LL .172 7.5 3 23 R39 2X12 No HF#2 .245 3.75 3 .073 3.75 DL+LL .172 7.5 3 24 R40 2X12 No HF#2 .245 3.75 3 .073 3.75 DL+LL .172 7.5 3 25 R41 2X12 No HF#2 .241 3.75 3 .072 3.75 DL+LL .169 7.5 3 Page 14 of 27 111RISA A NEMETSCHEK COMPANY Company June 1,2020 Designer 10:26 AM Job Number Checked By:. Model Name Wood Column Code Checks Stack Lift Shane Code Ch... Elevrftl LC Shear Ch... Elevrftl Dir LC Fc' rksl Ft' NO Fb1' rksil Fb7 rksil Fv rksl Ean 1 P1 1 4X4 .076 4 2 .000 4 z 4 1.068 .63 1.02 1.02 .12 3.6.3 2 P2 1 4X4 .091 4 2 .000 4 z 4 1.068 .63 1.02 1.02 .12 3.6.3 3 P3 1 4X4 .076 4 2 .000 4 z 4 1.068 .63 1.02 1.02 .12 3.6.3 4 P4 1 4X4 .103 4 2 .000 4 z 4 1.068 .63 1.02 1.02 .12 3.6.3 5 P5 1 4X4 .151 4 2 .000 4 z 4 1.068 .63 1.02 1.02 .12 3.6.3 6 P6 1 4X4 .177 4 3 .000 4 z 4 1.2 .724 1.173 1.173 .138 3.9-1 7 P7 1 4X4 .625 4 3 .000 4 z 4 1.2 .724 1.173 1.173 .138 3.6.3 8 P8 1 2-2X6 .200 12 3 .000 12 z 4 .552 .46 .773 .893 .172 3.6.3 9 P9 1 2-2X6 .200 12 3 .000 12 z 4 .552 .46 .773 .893 .172 3.6.3 10 P10 1 2-2X4 .402 12 3 .000 12 z 4 .416 .506 .851 .939 .172 3.6.3 11 P11 1 3-2X4 .903 12 3 .000 12 z 4 .416 .506 .853 .939 .172 3.6.3 12 P 12 1 2-2X6 .268 12 3 .000 12 z 4 .552 .46 .773 .893 .172 3.6.3 RISAFIoor Version 14.0.1 [C:1... 1... 1... 1... \1700\17088 Barth Addition_LCIIREV1ICALCSIBARTH ADDITION REV1.r`I] Page 5 Page 15 of 27 Ross Engineering Design Inc project: BARTH ADDITION by: RR sheet #: location: 8409 216TH ST SW, EDM0NDS, WA date: 6/1/2020 client: THE LEREN COMPANY job #: 17088 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 34.5,31 34.5,33.359 2.4 2.23 F1 FOUNDATION Base N1 N2 Concrete Conc3000NV\ 12 947 0K F2 34.5,33.359 34.5,39.932 6.6 4.90 F2 FOUNDATION Base N2 N3 Concrete Conc3000NV\ 12 745 OK F3 34.5,39.932 34.5,49 9.1 6.76 F3 FOUNDATION Base N3 N4 Concrete Conc3000NV\ 12 746 OK F4 34.5,49 39.812,49 5.3 4.96 F4 FOUNDATION Base N4 N5 Concrete ConcWOO A 12 933 OK F5 39.812,49 43.84,49 4.0 2.46 F5 FOUNDATION Base N5 N6 Concrete Conc3000NV\ 12 610 OK F6 43.84,49 49.5,49 5.7 5.08 F6 FOUNDATION Base N6 N7 Concrete Conc3000NV\ 12 898 OK F7 49.5,49 49.5,40.155 8.8 6.24 F7 FOUNDATION Base N7 N8 Concrete Conc3000NV\ 12 706 OK F8 49.5,40.155 49.5,34.025 6.1 4.48 F8 FOUNDATION Base N8 N9 Concrete Conc3000NV\ 12 731 OK F9 49.5,34.025 49.5,31 3.0 4.23 F9 FOUNDATION Base N9 N10 Concrete Conc3000NV\ 12 1398 OK F10 35,56.854 37,56.854 2.0 1.39 F10 FOUNDATION Base N11 N12 Concrete Conc3000NV\ 24 347 OK F11 41,56.854 43,56.854 2.0 1.57 F11 FOUNDATION Base N13 N14 Concrete ConcWOO A 24 393 OK F12 47,56.854 49,56.854 2.0 1.39 F12 FOUNDATION Base N15 N16 Concrete Conc3000NV\ 24 347 OK F13 41.649,47.246 43.649,47.246 2.0 1.74 F13 FOUNDATION Base N17 N18 Concrete Conc3000NV\ 24 434 OK F14 41.648,42.253 43.648,42.253 2.0 2.37 F14 FOUNDATION Base N19 N20 Concrete Conc3000NV\ 24 592 OK F15 41.647,37.25143.647,37.251 2.0 1.89 F15 FOUNDATION Base N21 N22 Concrete Conc3000NV\ 24 472 OK F16 41.646,32.25 43.646,32.25 2.5 9.57 F16 FOUNDATION Base N23 N24 Concrete Conc3000NV\ 24 1915 OK Page 16 of 27 Ross project: BARTH ADDITION by: RR sheet #: Engineering location: 8409 216TH ST SW, EDMONDS, WA date: 6/1/2020 Design client: THE LEREN COMPANY job #: 17088 Inc Lateral Design Page 17 of 27 Ross Engineering Design Inc project: BARTH ADDITION by: RR sheet #: location: 8409 216TH ST SW, EDMONDS, WA date: 6/1/2020 client: THE LEREN COMPANY job #: 17088 ASCE 7-10 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 = 47.80 degrees Recommendation & Longitude =-122.35 degrees Mapped spectral response acceleration Ss= 1.27 g site -specific S1= 0.496 g site -specific Fa = 1.00 IBC Table 1613.3.3(1) Fv= 1.50 IBC Table 1613.3.3(2) Maximum spectral response acceleration IBC 1613.3.3 Sms = FaSs = 1.27 g SM1= FvS1= 0.746 g Design spectral response acceleration IBC 1613.3.4 SDS = (2/3) Sens = 0.847 g Sol = (2/3) SM1 = 0.497 g Seismic Design Category: Based on Sps = D IBC Table 1613.3.5(1) Based on Spl = D IBC Table 1613.3.5(2) Controlling Category = D Building Period: Structure Type = 4 1- Steel moment resisting frame ASCE 12.8.2.1 Building Height hn = 8 ft 2 - Concrete moment reisisting frame Ct = 0.02 3 - Eccentrically braced steel frame x = 0.75 4 - All other structural systems Approximate fundamental period Ta = Ct x hxn = 0.10 seconds Response Coefficient: R = 6.50 ASCE Table 12.2-1 Wo = 3.00 Cs = Sps/(R/IE) = 0.130 ASCE 12.8.1.1 Cs(max) = SDi/(RTa/IE) = 0.804 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 = 1.05 Kips 6/1 /2020 Page 18 of 27 Ross Engineering Design Inc project: BARTH ADDITION by: RR sheet #: location: 8409 216TH ST SW, EDMONDS, WA date: 6/1/2020 client: THE LEREN COMPANY job #: 17088 Seismic Story Shear Story Weights Level 1 Roof 15.0 psf 270 sq ft 4.1 Exterior Wall Above 0 plf 0 ft 0.0 Exterior Wall 40 plf 66 ft 2.6 Interior Wall Above 0.0 psf 0 sq ft 0.0 Interior Wall 5.0 psf 270 sq ft 1.4 Low Roof 0.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 8.0 k Story Shear CS = 0.130 (ult ) Height Weight Ve Level hx (ft) wx (k) hXwX Fx (k) 1 8.00 8.0 64 1.05 Total = Vtotal = Cs x Y'wx Fx = Vtotal x hxwx Y-hxwx Diaphragm Shear SAS = 0.847 IC = 1.00 8.0 64 1.05 Base Shear V = 1.05 k 1.05 k Weight Level wi (k) Story Shear Sw; F; (k) SF; Dia. Shear Fpx (k) Max Fpx (k) Min Fpx (k) Controlling Fpx (k) 1 8.0 8.0 1.05 1.05 1.05 2.72 1.36 1.36 Max Fpx =0.40xIPxSDSxW; = 0.34 x w; Min Fpx=0.20xIPxSDSxWi= 0.17 xwi Page 19 of 27 Ross Engineering Design Inc project: BARTH ADDITION by: RR sheet #: location: 8409 216TH ST SW, EDM0NDS, WA date: 6/1/2020 client: THE LEREN COMPANY job #: 17088 ASCE 7-10 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 7-10 Section 30.4, h<60ft Height h, z 8 ft Roof Slope = 9 Degrees Slope Reduction Factor = 0.9 Applied to GCp; Velocity Pressure Coefficient a 7 z 30 zg 1200 Kh,z = 2.01(z/zg)2/e = 0.70 Velocity Pressure q,,h = 0.0026K,K,tKdV2 = 18.4 psf GCp; Internal Pressure Coeffecient 0.18 +/- Design Wind Pressure p = q,,h(GCp - GCp;) psf Zone 4, 5 Zone 4 Zone 5 Zone 4, 5 Zone 4 Zones Area Gcpi (+) Gcpi (-) Gcpi (-) p inward p outward p outward 10 0.900 -0.990 -1.260 19.9 -21.6 -26.6 20 0.852 -0.942 -1.164 19.0 -20.7 -24.8 50 0.789 -0.879 -1.038 17.9 -19.5 -22.5 100 0.741 -0.831 -0.942 17.0 -18.7 -20.7 150 0.713 -0.803 -0.886 16.5 -18.1 -19.7 200 0.693 -0.783 -0.846 16.1 -17.8 -18.9 300 0.665 -0.755 -0.791 15.6 -17.3 -17.9 500 0.630 -0.720 -0.720 14.9 -16.6 -16.6 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 20 of 27 Ross Engineering Design Inc project: BARTH ADDITION by: RR sheet #: location: 8409 216TH ST SW, EDMONDS, WA date: 6/1/2020 client: THE LEREN COMPANY job #: 17088 Wind Loads Main Wind Force Resisting System ASCE 7-10 - Method 2 per Figure 28.6-1 Wind Criteria Risk Category: II Wind, IW = 1.00 Hurricane Region w/ V > 100 mph? No I = 1.00 Basic Wind Speed (V) (ult) = 110 mph Kt = 1.00 Exposure = B Roof Angle = 9 deg Average Roof Height = 9 ft Plate Height (H) = 8 ft Least Horiz Dimension (L) = 15 ft 0.10L = 1.5 ft 0.4(H) 5 ft a min = max of 3ft or 0.04L = 3 ft a = 3 ft 2a = 6.0 ft Simplified Design Wind Pressure Load Case 1 Load Case 2 IMinimurn lControlling Zone IP530 (psf) I Ps (psf) P 31 (psf) F P5 (psf) I Ps (psf) P, (psf) A 19.2 19.2 0.0 0.0 16.0 19.2 B -10.0 -10.0 0.0 0.0 8.0 8.0 C 12.7 12.7 0.0 0.0 16.0 16.0 D -5.9 -5.9 0.0 0.0 8.0 8.0 E -23.1 -23.1 0.0 0.0 --- ---- F -13.1 -13.1 0.0 0.0 --- ---- G -16.0 -16.0 0.0 0.0 --- ---- H -10.1 -10.1 0.0 0.0 --- ---- EoH -32.3 -32.3 0.0 0.0 --- ---- GoH -25.3 -25.3 0.0 0.0 --- ---- 6/1/2020 Page 21 of 27 Ross Engineering Design Inc project: BARTH ADDITION by: RR sheet #: location: 8409 216TH ST SW, EDMONDS, WA date: 6/1/2020 client: THE LEREN COMPANY job #: 17088 Wind Story Shear FRONT TO BACK Zone A Zone B 19.2 p,(psf) 8 ps(psf) Level Area (ft2) Area (ft2) Zone C 16 ps(psf) Area (ft2) Zone D 8 ps (psf) Area (ft2) V,, (K) 1 29 57 1.47 SIDE TO SIDE Zone A Zone B Zone C Zone D 19.2 ps(psf) 8 ps(psf) 16 ps(psf) 8 ps(psf) Level Area (ft2) Area (ft2) Area (ft2) Area (ft2) VW (K) 1 21 13 56 48 1.79 D 48 B 13 c 56 A 21 6/1 /2020 Page 22 of 27 Ross Engineering Design Inc project: BARTH ADDITION by: RR sheet #: location: 8409 216TH ST SW, EDMONDS, WA date: 6/1/2020 client: THE LEREN COMPANY job #: 17088 Story Shear Summary FRONT TO BACK Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 1 1.05 1.05 1.47 1.47 SIDE TO SIDE Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 1 1.05 1.05 1.79 1.79 6/1 /2020 Page 23 of 27 Ross Engineering Design Inc project: BARTH ADDITION by: RR sheet #: location: 8409 216TH ST SW, EDMONDS, WA date: 6/1/2020 client: THE LEREN COMPANY job #: 17088 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 1.36 26 < 177 OK 18.0 Wind 1.47 24 < 246 OK SIDE TO SIDE Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 1.36 Wind 1.79 15.0 Check Tyical Chord For Maximum Force Vmax (ult) = 1.07 k (asd) Diaphragm Width = 18.0 ft Diaphragm Depth = 15.0 ft Plate Size 2x6 Ft allow = 525 psi Chord Splice Capacity = (16) 16d nails = 16 x 122 lb x 1.6 = 32 < 177 OK 36 < 246 OK M = 2.41 kft T=M/D= 161 lb At = 8.25 Tallow = Ft allow x At x Cd = 6930 lb > 3123.2 lb > T OK 161 0 K Page 24 of 27 Ross Engineering Design Inc project: BARTH ADDITION by: RR sheet #: location: 8409 216TH ST SW, EDM0NIDS, WA date: 6/1/2020 client: THE LEREN COMPANY job #: 17088 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 25 of 27 Ross Engineering Design Inc project: BARTH ADDITION by: RR sheet #: location: 8409 216TH ST SW, EDMONDS, WA date: 6/1/2020 client: THE LEREN COMPANY job #: 17088 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 26 of 27 Ross Engineering Design Inc project: BARTH ADDITION by: RR sheet #: location: 8409 216TH ST SW, EDMONDS, WA date: 6/1/2020 client: THE LEREN COMPANY job #: 17088 Shear Wall Braced Lines FRONT TO BACK Tributary (%) SIDE TO SIDE Tributary M Level Level Label 1 Label 1 GRID A 50 GRID 2 50 GRID B 50 GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID TOTAL 100 TOTAL 50 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) C = Overturning compression (lb) V 6/1 /2020 Doss Engineering Design Inc project: BARTH ADDITION by: RR sheet #: location: 8409 216TH ST SW, EDMONDS, WA date: 6/1/2020 client: THE LEREN COMPANY job #: 17088 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 A 0.52 0.73 12 8.00 Seg. 6 1.00 1.33 1.00 1 31 150 37 150 7.5 4 1 693 228 0 0 -330 -281 NOT REQ'D B 0.52 0.73 12 8.00 Seg. 6 1.00 1.33 1.00 1 31 150 37 150 7.5 4 1 693 228 0 0 -330 -281 NOT REQ'D LEVEL GRID 1.05 1 Ve 1.47 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 0.52 0.89 9 8.00 Seg. 4.5 1.00 1.78 1.00 1 41 150 60 150 1 4 1 257 228 0 0 -30 120 NOT REQ'D 0.52 0.89 v CD m N v