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REVIEWED RESUB1 BLD2023-1272+Structural_Calculations+11.13.2023_8.15.35_AM+3895403PROJECT: EPULO BISTRO BY: Mikhail Lefelman JOB # LB20-18REV 1 TEC # 23-2107 DATE: 11,08.23. ISHEET 1 OF BLD2023-1272 3)UPPORTING CALCULATIONS FOR THE HOME ALTERATION REVISED TO COMPLY IBC 2018 RESUB Nov 13 2023 CITY OF EDMONDS DEVELOPMENT SERVICES House Plan. TRNKA ENGINEERS CO. DEPARTMENT (425) 746-4478 Client: ELSIA LLC Location: 526 MAIN STR. EDMONDS, WA 98020 T -cable of Contents Page No. CMU wall and connections design REVIEWED BY CITY OF EDMONDS 11, V. LF,I�' oF'WAS . � f 34813 �+err 11 1 D3 ! ss. 0�.23 THE STAMP VALID IN RED INK ONLY THESE CALCULATIONS APPLY ONLY TO THE STRUCTURES CALLED OUT ON THE PLANS. ENGINEER IS NOT RESPONSIBLE FOR THE SITE, SOIL CONDITION AND REST OF EXISTING BUILDING- 2-7 V ML Engineering LLC 14607 N.E. 61 Street *Redmond, WA 98952' 425 558-9982 - Email: miefelman@frontier.com 7 DESIGN CRITERIA PER 2018 INTERNATIONAL BUILDING CODE DESIGN LOADS: ROOF DEAD LOAD = 15 PSI BASIC WIND SPEED = ROOF SNOW LOAD = 25 psf EXPOSURE FLOOR DEAD LOAD = 10 psf FLOOR LIVE LOAD = d0 pef TYPE OF STRUCTURE- RESIDENCE SITEPROJECT SPECIFIC VALUES: Roof ablest . 0112; Odgr Mean mof height = 1200 8 Occupanry Category It per Chapter 26 8 28 of ASCE7-16: Pressure Per ASCET-16, 282. Design Wind Pressure for Low -Rise Buildings. (Ewe" prosedure) P, 2oF�,- aLB2018 REV 11.0823 98 MPH Basic wind speed B. Risc CMeg.2 Walls Ll&/ Roof 2&3 P= gN(GCon-(GCPM (Eq. 28.3H (GCpf)= I(GCsf) 040 -0.69 (windward Pro. (GCA= schemes pressure coefficient(Fg. 28.3-1) 029 1 0.37 (IeewaN pees) (GCpi)= infernal pressure coefficient (Table 26.13-1) Walls if84 Roof 2E&3E gn= vabcty pressure evaluated at mean roof (GCpf)= 1.11 107 jwndward Pres.) height Is using exposure. (GCpQ i 043 1 0.53 (leeward pres.) gx=000ssa-K -K-Kd'KeW2 (Eq. 2&10-1) (GCpi) = 0,18 0,18 (minimal Ares 1 0.002%= numerical cOefcient; Kd = wind directionality lador. Kz = velociy pressure exposure coelAtiem; Kx1= lopogmfrc factor: Ke = grouts elevation factor v = basic wind speed (3Lsecand gust) Risk Category 2 (Table26.6-1) Kd= 0.W (Table26.10-1) (Fig. 268.1) I(zt= 1.00 (Table 26.9-1) Ke= 1.00 (Fig. 26.5-18) V= 98 Horizontal O i n pr um ror MWVKb a1Mr a e.a-W me ter wruwauar auvaa war n Mean roof resent Kz h Walls Buildin Surfaces 184 Roof Buildin Surfaces283 windward leeward Total windward leeward Total 0-15 0.70 1 8.78 1 5.09 14.13 8.06 d.48 4.83 •2.81 Walls(Building Surfaces 1 E 8 4E Roof Buildin Surfaces 2E & 3 6.93 5.35 9.13 1 6.23 ♦.74 9.6 psf min. Wind load on components re 30.4-1 pwall imvam=gn,c(1+0,18) 10.36 psf ire 30.4-1 I, h outward = gh.0 4 - 0.18) 13.87 pat 30A-2B peave Ounsound =ghx(22+0AB) 20.89 psf 3042B P roof main outward=gw(09+0.18) IL psf 30A-28 p roof main award =ghx(0.5+0.18) 5.97 psf 30*2C peave outwaN=ghx120+0.18) 19.13 psf 30.E-20 , roof main outward=gog1.0+0.18) 10.36 Psf 30.4-2C p roof main imvard = ghx(0.7+0.18) 7.72 Psf O.K. TO USE TABLE 30.41 OF ASCE 7-16 FOR COMPONENTS m. 7112 slope max 7112 abpe max 7/12 elope max 12/12 slope max 12112 slope ones, 12/12 slope as per min. MPH inadon. DESIGN CRITERIA PER 2018 INTERNATIONAL BUILDING CODE it per Chapter 11&12 of ASCE 7-16, Equivalent lateral Force Procedure: Sesmc be. shear V=Cs'N/ V= 0.2058 XW Cs= Sds l(RA) 0.2058 Ca= Sol /(T-Win Mail. 0.0000 Ta = CI' (M)'"' 0.1289 Cs = 0.01 Min. 0.0100 R - The response modification (actor W - The effective seismic weight of the sbuc here. I - The occupancy important factor. System overstrerghh Factor - Site class (Soil property unknown. DefauB. 911 4-3) Cs - Seismic Response Coefficient Ta - Approximate Fundamental Perkd hw - The height in ft above the base G - The coefficient 5s - Mapped spectral response accekration at short Periods St - Mapped spectral response acceleration at 1 second period exiocstan.cr uscs govAntoilljmcm-loolusi hVn ZIP CODE 98020 Lafitude 47.810324 Longitude -122,376413 Fa - Site coefficient Fv - Site coefficient Sds=2/3x Fax Ss= 1.029 Sol =2/3x Fv x S1= a." SEISMIC DESIGN CATEGORY Design Information (Unless noted otherwise on plans): ,,,sor--7- s1820-18 REV 11.08.23 (Equations 12.8-1) (Equations 12.8-2) (EWWxms 12.8.3) (Equations 12 &7) (Equations 12 &5) 5.00 (Table 122-1) 1.W (Table 1 5-2) 2.5 (Table 12.2-1) 'D' (Chapler20)) 12 ft 0.02 (Table 12.8-2) 1.29 (Section 11 4.2) OAS (Section 11,41) N.A. (Talks 11 41) NA. (Table 114-2) (Eq'ns 11 a1 8114-3) (Eq'ns 11 4-2 811 "I GOVERN Lcmber grade: HF#2 or better, HF#3 Q studs Horizontal roof sheathing: 7/16" CDX Plywood, APA index 24116 w/ ed @ 6" o.c.at edges/ 12" O.C. allied. (155p1f allowable diaphragm shear w/o blocking) Horizontal floor sheathing: 3/4" T&G APA rated Sturd-I-Floor pkvd w/ 8d @ 6" o.c. at edges/ 12" o-c. at field. (165p8 allowable diaphragm shear w/o blocking) Shear walls: See shear wall schedule: Anchor Bolls: MASA or MASAP mudsill anchors @ 4'-0" o.c. typical or 6/8" dram. X 10"L @ 60" o.c., w/ 7" min. embedment unless noted otherwise. V ML tngineenng LLI6 14607 N.E. 61 Street' Redmond, WA 98052' (425) 558-9982' FAX (425) 895-1337 Foe CRITERIA-IBC-07 As dSGS web services were down for some wand of hme and as a resuu mil tool wasn't opeatanal. resulting m lirro: USGS web services are now operational so Iha Tool should woM as expected. P 40r7 Lit LB20-18 REV, EPULO BISTRO ;tnude. Longitude: 47.810324,-122.376413 OSH PD 2 � m as' P P QChristmas Light 1` h - Bell St O'Malley ©r,the s INC� Technicians Main Street In QThe Social Chain Co 19 III Edmonds Ferry Terminal Fire & Feast Frances Anderson Center 19 Edmonds Library Frances Anderson Dayton St Dayton St Play Field a Cafe Louvres ©Canartno Gelato Caffe n n O gle ; m lo-lep Gala �. b727 Data Design Code Reference Document Risk Category Sic, Class 11Y312023, 8:34:42 PM ASCE7-16 11 D- Celault sans Seddon 11.4.3) Type Value Description S, 1.286 NICE,t ground motion. (for 0.2 second pall S i 0 453 MCER ground motion. (for 1.09 pence) SMS 1.543 Site -modified spectral acceleration value 51,. null -See Section 11.4.8 Sde-mcdlfed spedal acceleration value 305 1.029 Ni menc seismic design value at 0.2 second SA Sp, null -See Section 11A 8 Numeric seismic design value at 1 0 second SA Type Value Description SD_ null -See Section 11AS Seismic doslgn category °,. 1.2 Site amplification factor at 02 second F null -See Section 11 Aa Site amplification factor at 1 0 second PGA 0.547 NICE, peak ground acceleration FP .A 1.2 See amplification factor at PGA PGA,,, 0.656 Site medified peak ground acceleration T, 6 Long -pond Transition period in sawntls SSRT 1.286 Probabile is nsk-targeted ground motion. (0.2 second) SsUH 1.413 Factored uniform-6avard(2% probability of seceedance In 50 years) spectral acceleration SSA 2.143 Factored determi lumb acceleration v.Iue. (0.2 sernnd) $iRT 0.453 Probabiloec risk -targeted ground mofnn.(1.0 sewed) slim 0.505 Factored uniform-habad(2% probability of eeeeedance, in 50 years) speeVal acceleration. SID Celia Factored assemblies acceeratipn value. 0.0 second) PGAd 0156 Fadaed detembrushc ablaseabial value. (Peak Ground Accele illon) PROJECT: EPULO BISTRO JOB# L620-491?1TFC?3-2f0� By; 1`41WWAZ1- LEFEL_AIAN DATE: "-a-9-2 SHEET S OF':7 6 AI PSF SEl 1i FarcF. � � Fp = O, 4 xl, Sosvl y LVP - - Cnq go. FP 67 -1/>z sac o Max nrE ✓r oii ,-af oes ti Ix%O,S SE/SH,/ Gov ,V VS PW SPac�vG , ,h�3-1q�Sx12�3- �2 - D a i�RS6zuoE90. _Af 01_56SK ,�xf2'/ OD PSI iLsr- �x g$x 20A70� $5y3 3.8 ugE SC�I4rJ AsT= d,.31j"xlzyo7?✓oe M rN. SpdG u� c sa,7 J'2 2 ?ts �a I (;A 1 p }O o7 4aP,/ V ML Engineering LLC 14607 N.E. 61 at Street' Redmond. WA 98052' Ph(425) 558-9982' E-mail. miefelman@fronber mm PROJECT: Erato g/STRa JOB# L82J-do R17Ee23 21O7 BY: MlI,CN.a/L 40FEZ-Y DATE:,1'd$,2SHEET OF74 � CO,✓�/�CTiOit/ �pr C'f1 cW,uLl % 4 �`Spsx'1/xft.=ngx1,352 02gu 15 It/�oLy-AF36 sH -A Q zl rzz Ili � I i III I ;1 i . L .,I V ML Engineering LLC 14607 N E 61 st Street' Redmond WA 98052 Ph t425t 558-9982' E-mad mlefelman@fronber mm AN O EACH PAFTER IXSDIIG BUILT-UB /� ROOFlNG, SHFAi111NG AND RAPIER; H3 O EACH RAPIER IXIS G SILL MATE. AOD 1/2'0 AHCHOR BOLTS W/3'.3'.1/4' MATE WASHER O 24'o.c. W/T NBEONEHT IWO BOND BFAN TYMGLL BOND BEAM. (1)-15 COW. BMS O AD'O.C. (U.N.O.) S' NLLY GROU CNU WALL i NEW NRRED-OW SUTATED STUD'S WALL. WTCH TO IXSRNG /5 O b'o.c. VERIICH. TYP. (U.N.O.) - TYGYfA BOND B , (1)-05 COW. •� W BNtS O b"o.c. (U.N.O.) ry IXISTING FLOOR , i5 DOWEL O bNG (Dnlp IXISTNG GRIDS ' G" EYBEDOED IWO IXISTNC FOOTING 6' NB • USING SET-3G ADHESNE IX1511NG FOOTING DETAIL "l " SCME: I' = C-O' LS20-1 B P, � REV, :pu�o Bis�Ro