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fa.)?2o22-oco61 OFFICE COPY Portland, Oreguu^CIFFICE COPY Kansas City, Missouri * VISTA • 7,,,,:,7!YFr7:`..,', RECEIVED Clients. APR 6 2022 CITY OF TIGARL) Moutainwood Homes BUILDING DIVISION OFFICE COPY 0 Structural Calculations 1742:/7 '4' 85273 IV *444941katiciiia\,,_31.95V dris Wit Mountainwood Homes 11675 SW 66th Ave., Tigard, OR 04-05-2022 EXPIRES:6/3o12Oo Structural analysis and design for a renovation of an existing • two-story office DATE: April 5, 2022 REVIEWED BY: Dennis Heier, PE CONTENTS BACKGROUND INFORMATION 1-5 LATERAL CALCULATIONS 6-22 GRAVITY CALCUTLAIONS 23-57 ENTRY AND CANOPY CALCULATIONS 58-75 STAIR AND RAIL CALCULATIONS 76-79 VISTA STRUCTURAL ENGINEERING, LLC 14718 NW DELIA STREET PHONE: 971.233.6099 PORTLAND, OREGON 97229 VISTASTRUCTURAL.COM VISTA STRUCTURAL ENGINEERS MOUNTAINWOOO HOMES TI Page I • Project: MOUNTAINWOOD OFFICE T! By: KC Sheet No. V 1ST A location: car OF TIGARD Date: --STRUCTURAL- Client:G80 ARCHITECTS Revised: Job No. Date: GENERAL INFORMATION AND ASSUMPTIONS: EXISTING 2-STORY OFFICE BUILDING FROM-1960 BUILT NEXT TO ORIGINAL 1-STORY SINGLE FAMILY HOME BOTH ARE WOOD FRAMED STRUCTURES SEE ATTACHED ORIGINAL DRAWINGS ENGINEERING ASSUMPTIONS: - RISK CATEGORY II BUILDING - LIVE LOAD FOR OFFICES=50 PSF(OFFICE AREAS), 100 PSF(LOBBY AND EGRESS) - 18"FROST DEPTH - 1500 PSF MAX BEARING PRESSURE • SITE CLASS D Ss=0.869 - S1----0.395 • • VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 2 • ORIGINAL DRAWINGS FOR REFERENCE i (-0-- .•yY .iJ . . 1 , .-1 . J 1 L � - r• • �A v it - . `� I t 1 I ti 11 '1t / • I 444. te (.1 Q f1 , I11 o N 1 , i•I ~ 1 {_ r \N I o- "5 • VISTA STRUCTURAL ENGINEERS MOUNTAINWOOO HOMES T1 Page 3 • ORIGINAL DRAWINGS FOR REFERENCE . . . . * 44ID ■ v a . %1 e.'3 L.L 1-C} bsfits- jI tii 1 r�tow, `s 4 ,. i • Z . 4.1 i "can V .4 s I J I A .1 J Ir . . fi; 0 • f 1 \ 1.°Z. 47.1-472 _ .; „i' - '7 -- L._ 0 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 4 • ORIGINAL DRAWINGS FOR REFERENCE a r h C+.* r r11„ t21 121s. 3 =ea:t ij it at pi 4+t2di LT..„1 1 _- i4 l; IAJ f a •zei J. ,i VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 5 • ORIGINAL DRAWINGS FOR REFERENCE 4 `C.v ice r- -t-i - ' l ,. . ,..., CI ffl çii j.. 4 u e l t 1 ev,t _ f.r i • . t : 4 i cj a 11 ik a ---i{. 110-4.4:e<04N l4 v� 1 `1' 1 l SA.scab` • VISI A SI RUCIUHAL ENGINEERS MOUN IAINWOOD HOMES it Page 6 • LATERAL CALCULATIONS VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 7 • 474122.7:42 AM ATC Hazards by Location , G%TC Hazards by Location Search Information Facd Hive Address: 11675 SW660t Ave.Parked.OR 97223.USA Rcc4a If anent leer 6"`h 350 R ,„. Coordinates: {S.4363623.-1221449905 -GarealP P alibi ` Hdl9berO o T Il aro,:4 o Gteu ::d 9/� Elevation: 350R array on 1,17l1cv Tlepstamp: 2022-0444T14:42:60A232 a f-- © Government Hazard Type: Siam* ,CS Camp criy Reference Document: ASCE7-16 �Qy, „_.,... Slap eats 020220dp/a Risk Category: II Slut Class: D4elault Basic Parameters Name Value Description Sy 0.869 MCER ground motion(period 2s) 5, 0.395 NICER ground root On lPariod•1.Os) SPAS 1 043 Steenoofied spectral acceteralron Y8111e S4, Trull Site-modified spectral acceieralron value SOg 0.695 Numeric seismic design value at 02a SA Sol 'null Numeric seismic design value at 1.0•SA •Sea Seat,11.d_8 • •Additional Information Rams Value Description SDc •null Seismic design category F, 12 Sde amplification lacier a1 0.2s Fv •null Site ampKxation factor at 1.0s CRy 0.888 Coefficient of risk(0.2s) CRt 0.867 Coef8c enl or nsk(1.0s) PGA 0.394 MCE0 peak ground acceireaPon Fpa 1.206 Sole amp1firallan factor at PGA PGAsi 0.475 Sae modified peak ground acceleration Ti. 18 Lang-periad transaan period(s) SsRT 0.869 Probabilistc flak-targeted ground motion(0 2s) SsUH 0.979 Factored uniform-hazard spectral aocelerelion(2%probability of 9aceadarrce in 50 years) SaD 1.5 Factored delerminisbc acceleration value(0.2s) S1RT 0 395 Probabeisbc risk-targeted ground motion(1.Oa) SIUH 0.455 Factored utnbrmdwrwd spectra acceleration(2%probabiity of ezceedance m 50 years) SID 0.8 Factored delenndisbc arnalerali0n value(I.0s) PGAM 0.5 Fatfacd d0Mnn1NSOc accolmauon value(PGA) •See Section 11.4.8 • The rit50115 lnacared note DO NOT reflect any slate of local arnenthnenls to the valuces cc any deaooa on foes melt%duruy/nee budding code ad)pPcr process_fhcrs:want corrli;m m + mul rMtarrva1➢nn,true prod wall Ow k,r l AldrreIDlr Huvirrt keterfirbrv,rvafnre nor valrm wda Thwart", MtpSYfie2ArdS.etoounc1.orstWee4srni71at45,4369823&Ina-122.7448B058eddeeea11875 SW 66th Ave942C PoeMnd%2C OR 97223%2C USA 1r2 VISTA SIHUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 8 • 4/4f22.7.42 AM ATC Hazards by Location Disclaimer Hazard beds are provided by the U.S.Geological Survey Aggag f.oeuon wen services While the imam of on presented on this websate as believed to be correct.ATC and as sponsors and oa,Mnbulors assume no responstie y or astaiiM for its accuracy me matenai presented in the report should not be used or relied upon for any specific emanation without competent examination end verification of is accuracy,seanaay and applicability by engineers or otter licensed professionals.ATC does nob intend fun the use of this xtormation replace the sound Wonsan!of loch competent professionals.having expenerice and 4no9.9edge in the Mid of practice,nor to aubetiNe for the standard of rare reouired of such pnlleMonala m nterbretng end appiyl via the meads of the roped provided by the weesite. Users of t e information from iris webane Odeon an eeeaty ana,ng from such we Use of the output of this websne does WI imply approval by the governing building coda bodes responsible for everting code approval end interpretation for the buadrng site described by latitudalwngaide location in the report. • • hops dhazards.atcouncfl orgipiseismic?fat=45.43536238Ing=-122.74496058address=1 I675 SW 66th Ave%2C Portend%2C OR 97223%2C USA 2/2 • . • < to 1 D 0, 1 C73 A C 13 r rn SEISMIC CALCULATIONS(PER ASCE71 Z 0 z it OF STORIES 3 C, 0.02 m T. 0.24 x 0.75 En rn h 28 )mean roof height) Sy 0.869 S, 0.395 Choose A-E(Where the soil properties are not known in sufficient detail to determine the site SOIL SITE CLASS: D dess,site D shalt be used unless the authority having jurisdiction or geotedtnlcal data determines Site Class E or F soils are present at the site F. L___1.200 —1 F. ` 2.000 - 0 Skis 1.043 (=F.S,) Is 1.0 (Importance Factor) C 2 Sw 0.790 (=F,S,) R 8.6 (Response Modification Factor) SDC 0 (Seismic Design Category) z Sos 0.895 (=2r3xSus) SDI 0.527 1=2/3xS0,) I 0 C. 0.107 K V 57747 lbs (-.AG,x TOTAL.BUILDING WEIGHT)-SEE WEIGHT BELOW y 1 HIGH ROOF OL 20 psf+Ext.Walls: 12178# RTU LOAD 10500 S ROOF DL 20 psf+Ext.Walls: 61186# 2ND FLOOR DL 20 pat+Ext.Walls: 96539# PARTITION LOAD 10 psf AREA(ft) WEIGHT(Ibs) HEIGHT(ft) Wit,' C„ F,(lbs) 0.7E(Ibs) HIGH ROOF 1170 41428 34 1398190 14.7% 8485 5925 ROOF 6137 225111 22.5 5064990 53.1% 30663 21464 SECOND FLOOR 5895 273389 1125 3075827 32.2% 18620 13034 k=1.0 TOTAL WEIGHT 498500 F, C„V DIST.LOAD TO FLOOR DIAPHR. HIGH ROOF 5.06 psf ROOF 3.50. psi SECOND FLOOR 2.21 psf ry an to ,0 • • • to T7 7J r 0 WIND PRESSURES(PER ASCE7-161 Based on 3-second gust at wind speed listed below: 21 Design wind speed: "'''�`'`S00 mph Roof pitch: __...-.._.._1/12 Unfactorod Wind Pressures,psi(W) 0 O Zone A Zone B Zone C Zone D 15.9 8.2 10.5 4.9 2 Factored Wind Pressures,psi(0.6W) S Zone A Zone t3 Zone C Zone D 9.5 4.9 6.3 2.9 = O co Mean Roof height,h 28 'I ft '1 Least horizontal dimension.L 57 'ft a=min 0.1L: 5.7 ft 0.4h: 11,25 ft but not less than: 0.04L 2.28 ft 3 3ft a 5.7tt 2a 11.4 ft rD 0 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 11 • 1••wpM.I W w1. Illfll•.NIW f W.O.1 , { -•6 I •••ids r_ IYI.4YS.umen Mall nom qfu{w'Yrttkou.e 1 i mMMMOwM.Ylwuw{ .m.tuwll 1 ewwe•nn" r IIII ! ' trarrearrimm.now. ..:, m;n.m 4..•IwWYN.1G{ - r I f a i ' i it r ( (� t I+r 31,1 mn.n WM+.m yI ;� %CIAO II* tar: MAMSNWMMM.YV - 1 r •.P.1N+{N+wwl 9 e1.w.r.an..w•eowe i i 1.t �M{p !lA `� .AR{K i W..IW Y(!! t r ({•4____rfr IA OD I. I`; T -1 . �al a 1��. P•In as: ...c. �5 1. v. —- 1 • - ,( IWeIM-- ,w•• a tlul.'6flall Ina ~. •{+ (/ 1 ink msaws -- 55— I II A.•R+••n\•n•1 g. ,.-. L F�-Z IM mi..i.F.VmiMe f"..y.. I ,. I� wW WalNw.m —!' F' "" r _ dn4 i ` H 011 1 1 _ II I — = —Co'} " . A 1 s a —�24QdSi)) ; �"—. ._ES i #. -!3, AVERAGE WEIGHT Of _ ez:z! • a �. by exlEaa+wAus-n Tf'--- (� /fi ner MS Ma. tL .. _ ♦ BOOFAGEI f / 34371�' I — . I I a s--S3 .1 —.- _ LOCUM 1--hi- 4 _ a h .....gip Fr ' _ k ' 244.58s1 T.1--- I' G ( C 7 — _ A Y�r faftwootat ,.. -- awns MY w° p I twW.eWYAt t I , u>AY.. - _ �_... '' ___ t .. da i 1 n t r B) I'— - c— _..:; •.r' - — I -__ — —1 —t — — • — A) 1 1 1 1 I I I I • VISTA STRUCTURAL ENGINEERS MOUNTAININOOD HOMES TI Page 12 • i 1v N11Y1111YO1111•M t r ' pluavuwaS u nmVr eu u1T1Af0.01 a5rnirlgl W - _. 10 �. � t WO*,MOP t mod �., ��i ail► M(M•OP.10 Al a" .Ic.. ; maass a '-3 I ac t I - - -. ---(E ) _ _ .. ii.. r .. =�I k 11) 1 II - mot- -_ -T _ cS K Wwuart cr - ..._.-... 1 h.bl:OF WML cION K Nnw.MW 111 1 A34151r, _ wNWNItl .. _ apse Tj_ _ _ Y[W11M�1A-- ,Y_ - -. k 1_iOEK EIR W146 11 ,vwn.r..awKt. LENOM MM _ :T1 I N1' / r-- 6 mp .Q ----- _..__ K ..._. - ,- .. f �y dt , 1 waaywyl,awaro i-- - '- nort....rt OS4 M tt IL F---- 1 va w1'Iw'ar'�w- — I S- - I. WO tra WI TO t‘at(A MO ltit c-_ sallara-. 4 - l#iL. ma 1 .Ms .1ryiEf 111/.Sit w NwiVMVYY -- _ .. __.. £_ .. :i , a .. yj _ _ PLPLPL 999 y1 1 s er (rA) ea rAEi7crAt1EA.rs}— I _ I 1 I N ROOF FRAMING PLAN el) VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Pape 13 • I I 1 1 i t I I t t t i II , I l t I , Y I i AWMIO MIGHT IOW �� { J_ � �.-� Nf WNA SWFAai y t t t ,171111711 1 i 'IPO'J6~TM'""" I I t 1.173:41111 I , 1 1 I _ 11 I.JJ 11 I I I I I �RIM( aw I( 1 r----I 4-II *"" I-fi .1 I -� +-+- -ate , --1 - , , ,LI { 1 1 I1 Ij L". , - -- -- - 6 1l-_ .1 i I AMP.MOW. • ' 1 r--T1 I won 1 I11 -T� I I ID 1.1.:......1‘..1 1 .-• I I I I awrsaw 010101141116001,10/ I r--1-1 1 I ww 1 t I r l t - -63 ) I 1 t I 1 I I I I a I I 1 i I I I 4 y) HIGH ROOF FRAMING PLAN 1/8"=1'0" . VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 14 . Check shearwall holdowns at line D(level 01), Note:shearwall length is not being reduced by more than 10%,therefore only holdowns need to be checked/replaced 1111.12111,1111 uuu� I r ---'r-. ` .gym«.». *[� r i iu rI -- It I .. f vr.wsvuN.m. oN.w.....wn { 1 1f,o ',wawa I I, i k .u,.. .9 pptr t 1, i i ...K.I01.:,... .APSJI�MaW.ws..w'►so.. MIIIYyb yW eKf WM1.+ \P .r roosr,a -two ,,,,., �,w 444�r " ,_.. ' ema x u gym. I K'r .srom.w..n 9Mry VIMNM eua+r TT1C , , , �.iuMM ® 1 nu LLLt !: I II ... ."71.1:, .,,L4i I / I I i I 6 .."'-'"'—i' T :1 k g —.....7.. ....., ...a........... .......... ........«....dip R. W I I I I I I 1 I I I 100.36 sf 1.640.61 sf 2,152.14 at VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 15 • $awewadsAewww OM: nuareaMooaartcen OM*. Monamirmstao r Worms from ablaut* ihm WIN Lim o.Lari1 e..,M_..,.. 1 1 teem*Wed Force Mpate tpgle 3104a Ara:/ne0.om'a Labial m Sei e Fiona ec ae;elan eeea aee9►++n 10023* 4 se / i Swam Feglbry tech 1.01 aeeaxw.p neoansaevppalW ; P! Hondo learn Eo Pin Fins will r1ar111e neWlanN Lew 1E02S,6•ardPpelan 8mar We+Line •2 Seismic 0 ,� ./.• aa.ra.a Mn*Perm rao. as'+ S So on62 Oven*Wa6 WIN 1126 ft Te11lF 11WtMooed*tl Pone WtlN 2.21 IL ;� Taal Fan WWI n Mem Willi* 2914E0. Wiwi wall SW Waste Lrdnnora) 135ot .maa.no ter h_aaaao-. Paie11 Width 16301 eraeam.r rrawe:v I Panel l Roo(i Flax Dane Load NotocteIM $10 aM — 1 LJara Wlro fact on ees pone 1955a 55 ;i LaImI Selan<Foca an Si pied ate a 12 .>4 Slew Forte on W ail(WwW) 129*R ._ ---,4 Snow Fora We on e(Sea We nlp) 341 IA...A 22669 I r,. .. IA...... 61616 I$ u It I ��._ `I ..w 2E4U 114 t. '1 ta...r. 17130 �' '� Tension force 270E Elver Wo1Calloat on Plow Si - _. Mkt—doom CYbd on Pane: Penal tam E Panel 2 Roil l E Floor Med Lod taNxluae) aM lateral VON Force on ens pane .wcUn Qo r .wp+ auna. vawrcaa+Cao.r WWI Swamc Fame on Ina panel NO CHANGES TO EXISTING SHEARWALL PANEL 2, THIS I', CALCULATIONISTOl7ETERM)NE „,,;, _,,.,.,,,�,_„ LOAD DISTRIBUTION • REFER TO DETAIL S'S100 AND PLAN SHEET 5100. NEW HOLDOWN EPDXY ANCHOR HAS BEEN DESIGNED FOR THE LISTED CAPACITY OF A SIMPSON STRONG-TIE HOU-2 ANCHOR: ALLOWABLE LOAD.3075 LB STRENGTH LEVEL LOAD.4305 LB SEE NEXT SHEET FOR ANCHORAGE CALCULATIONS 0 VISTA STRUCTURAL ENGINEERS MOUNTAIN WOOD HOMES TI Page 16 III SIMPSON Anchor Designern4 Company: Vista Structural Engineers Owe. 1(7f2020 Engineer: KC Page. 1?5 Software Project 69ounta nwood Office T1 _. -.wid Version 2.9.7376.0 Address: Phone: E-mail 1.Protect Intormatloe Customer company. Mountainwaod Homes Project description: Customer umbel name: location:Level 1 Shearwalt al Grid 0 Customer a-mad: Fastening description.Epoxy Anchor Replacement HI) Comment:Susan bad controls 2.Inout Oata 8 Anchor Parameters General Base Material Design method'ACI 318-14 Concrete Normal-weight Units Imperial units Concrete Ihckness,h(Inch)' 12 00 State:Cracked Anchor Information: Compressive strength,f,(psi) 2500 Anchor type.Bonded anchor err,.:1.0 Material:F1554 Grade 36 Reinforcement condition.8 tension,B shear Diameter(Inch):0.625 Supplemental reinlorpement.Not appkcabto Effective Embedment depth.tin(nchl.8.000 Reinforcement provident at corners.No Code report:ICC-ES ESR•2508 ignore concrete breakout in lens-on No Anchor category:• Ignore concrete breakout in spear:No Anchor ductility Yes Hole cooditon:Dry concrete h.„(inch)-11.13 Inspection:Continuous c,..(inch):19.24 Temperature rarige.Short/Long 150r110'F C.-.I,(inch):1.75 Ignore 6do requirement Not applicable 5,,,(itch):3.00 Build-up grout pad:No Recommended Anchor A•+rtcr Name.SET-XPE,-SET-XP car 518'0 F1554 Cr.36 • Cace Report ICC-ES ESR•2508 p ire- b , yf e, �i i N 1f rput date and resits must be checked la-agreement with the existing crrcume:antes,the stendaras and guiael.nes must be chsceed for dausitaA ty. • " -- 5956 W Las Pasties enaleuam PleaFaMon.CA 94588 Phone 925 560 90pe Fax 92a 847 Val wow simnel e car VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 17 • SIMPSON Anchor Designerm Company: Vista Structural Engineers Date: 1/7/2020 Software Strom Tie Engineer: KC Page: 215 Project: Mountainwood Office TI Version 2.9.7376.0 Address: Phone: E-mail Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:No Ductility section for tension: 17.2.3A.3(c)is satisfied Ductility section for shear:17,2.3.5.2 not applicable Do factor:not set Apply entire shear load at front row:No Anchors only resisting wind andfor seismic loads:Yes Strength level loads: N.pbj:4305 Vw.(Ibj:0 fibj:0 <Figure 1> 4305 lb • • eb Y input data and results must be checked far agreement wall the existing circumstances,the standaras and guidelines must be checked for plausibility. • S:mpE.00 Swung.I'w.Gorton it+•: 5956 W.Las Posilas Boulevard Pleasanton,CA 94588 Phone 925 560.9000 Fax 925..647.3671 www.slro glie.can VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 18 • SIMPSON Anchor Designer TM Company: Vista Structural Engineers I Date: 1/7/2020 Engineer: KC I Page: 315 Software Project MouMeinwoo0 Office TI Version 2.9.7376.0 Address: Phone: E-mail: <Figure 2> OI CCi • 8.00 8.00 Input date end results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. • Sunpum Strong.fie Company Inc 5956 W Las Postlas Boulevard Pleasanton,CA 945e8 Phone'.925 5609000 Few 925 847 3871 www,slronghe,com VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 19 1 • SIMPSON Anchor Designer'" Company: Vista Structural Engineers I Date: 1n/2020 Software Engineer: KC Page: 415 Strong-Tie Project: Mountainwood Office TI Version 2.9.7376.0 Address: e Phone: E-mail: 1 3.Resident)Anchor Force& Anchor Tension load, Shear load x, Shear load y, Shear toad combined. 1 N.(ID) V .(Ib) V,,..(Pb) i(V...)°+(V..,) (Ile) 1 4305.0 0.0 0.0 0.0 Sum 4305.0 0.0 0.0 0.0 Maximum concrete compression strain(%.):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):4305 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis.e'n.(inch):0.00 Eccentricity of resultant tension forces in y-axis.e'sr(Inch):000 4.Steel Strength of Anchor in Tension(Sec.17.4.11 N.(Ib) 0 ON..(lb) 13110 0.75 9833 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.21 • Nu=kat. Poh,1s(Eq.17.4.2.2a) ko A. P.(psi) ha(in) N>(Ib) 17.0 1.00 2500 5.333 10469 0.750Na=0.75.(Aar/Ara.)Y'arwY'ew YS..wNe(Sec.17.3.1 8 Eq.17.4.2.1 a) As.(inr) Aa,(tt2 elan(In) w.•.H Y,H 'Yoh,. Nc(ID) 0 0.750Ns(Ib) 256.00 256.00 8.00 1.000 1.00 1.000 10469 0.65 5104 6.Adhesive Strength of Anchor in Tension(Sec.17.4.51 ti,=r..4,.,.ro,x.ra5..s r... (psi) I==..a,. K,,, ems... ra..,(Psi) 435 1.72 1.00 1.00 748 Na.Is A a raxdhr(Eq.17A.52) A• ra(psi) d.(in) he(in) No.(Ib) 1.00 748 0.83 8.000 11753 0.766N.=0.75d(Air/Awe)Yid.la '=m.Ne.(Sec.17.3.1&Eq.17.4.5.1a) Aw(in) Ara.( ) ere(In) anon(in) Y'o.,e. N,.r. N.e(Ib) 0 0.750N„(Ib) 258.00 258.98 8.05 8.00 0.998 1.000 11753 0.65 5654 Input data and results must be checked for agreement with the existing circumstances.the standards and guidelines trust be checked for plausibil ly. • S npuhn Soong-tm Cnmpa:v Inc 5956 W.Las Positax Boulevard Pleasanton,CA 94588 Phone.925 5609000 Fax-925.847.3071 www.slrongte com VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 20 • SIMPSON Anchor Designer Company: Vista Structural Engineers Date: 1nf2020 Engineer: KC Page: 515 Strong-Tie Software Project: Mountainwood Office 11 Version 2.9.7376.0 Address: Phone: E-mail: 11.Result* 11,Interaction of Tensile and Shear Forces fSec.D.71? Tension Factored Load.N.(lb) Design Strength,ersk,(lb) Ratio Status Steel 4305 9833 0.44 Pass Concrete breakout 4305 5104 0.84 Pass(Governs) Adhesive 4305 5654 0.76 Pass SET-XP wl 5f8"0 F1554 Gr.36 with het.8.000 Inch meets the selected design criteria. • 12.Waminas -When cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2.500 psi per ICC•ES ESR-2508 Section 5.3. -Per designer input,ductility requirements for tension have been determined to be satisfied-designer to verily. •Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated wkh the same load combination.Therefore Me ductility requirements of ACt 318 172.3.5.2 for shear need not be satisfied-designer to verily. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation Instructions, • • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelnes must be checked for plausibility. • Simpson Strong-Tie.Company Ih'.- 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone.925 560 9000 Fax 925.842 3871 vvaw,sPo gbe.com VISTA STRUCTURAL ENGINEERS MOUNTAINW000 HOMES TI Page 21 • I 7111 T — I: — -- I I. 7 f La' --- if ir 1- 1in~,r- 1rit IQ I ' r fi -TL3P8 51ra Kart . - _ 174• Ettra % attn.,chi.... I —I ..._m.4pf - ..�a, M8V5.8MOS 'Pg I fix` _ e ; ...,_.__......__ _ _,u. T IS i 4 - �"" 'T — r I {,�5 Tt 1 x f ! �RIMrosu IANIIDS v tl_ MI $ - _.-4 ^ 1 �`Whin MOS MAIOU SIM STOOS Y BC N !� Q I. '\J t T011)Kw 2.5 _ q.IMlll( ,�,':•10.8 Pn a _...gBAq __ YLYpY: L_a, . 2 (f�1 25.4 _.I?F KB 108. -Qr� - � _. 25 AO 14'4 • - • -. 14U3.W SOS -. _-_1 i wu A• ItuttlyTi — � — ' -_ _ _ 643.5 LB TENSION - ..-_.1 e �Y 1 __..___._ _ ".`"- ..- - v CONTROLS h I _ _. A -.I - .r _ gF OMEGA.3.0,T.1930.5LB - a - —b - USE SIMPSON C5I4 STRAP. _ ._. ..._.. fA ..._. .'.._ - CAPACITY.2490 L8 -. _._ — _ ..-g ._.._ - ISr_ _ DIAPHRAGM CAPACITY- '- I a IN _ 170 a 2 SIDES,EXTEND '"TY�-T 3,4 -11 _.. a'. 4'k _ STRAP T.3FT MN :.-__A-_ AI°� - i, �- - _-_ 'x- Q I I 1 E-W EARTHQUAKE ANALYSIS N eLEVEL 02 (MAIN) FLOOR FRAMING 70 I 1/8°=r'-a' • VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 22 • °,` ( — � l 1 _ __ { 14•4 • 13'•3f4" L a__._„ - r`�ti it - $ V 2 — ' I -- � . R _ _ o e '•10 ,,, i , . _ +,_, — + GGG■111 Via? ___ — III `I 4 :,&-----ir { ODS CA.SIC* I �Cq iiii M1 G, nros xort: SUM P I" .........i. 7111f0 LK � —uus MEC I �L I e :1 Will 63SOS_ — -_.., — .tI Mill — d 10'-10• Ina Ina la it Nib. - — _ Tli i 1 L�11 —._.__G I E-WEARTHOUAAE STRUT LOADS CON '-•: USE CSI4 AT ALL LOCATATNS FOR CONSISTENCY DEVELOP FULL CAPACITY OF STRAP INTO DLIPHAORAM, CONSERVATIVELY N-S EARTHQUAKE ANALYSIS N fill LEVEL 02 (MAIN) FLOOR FRAMING 6 1/8"=1%0" (24.) 0 VISTA STRUCTURAL ENGINEERS MOUNTAINW000 HOMES TI Page 23 • GRAVITY CALCULATIONS • • VISTA STRUCTURAL ENGINEERS MOUNTAINWOOU HOMES TI -::•w 2_ • OH rat Wit.H,y>. �. MOH w ai rA IA wit )lll N 1.1)N MY MYN.N S A' M�1M1aF fy Ndtam.,twos tql‘ ""''. �MKY4 rru i�� RH-2 I I mat tat Mali — mm man _ ; I Wa�ea Y I f I m " I 11 �--� reristoG WON MAW M 48tl q aaaa#a= I 1 ( i _ :a saga* :aq .._.._ p it & .T ! • a Hvaa tli— ...._.,. wwow ar wwaratn gaag ..+ A _ _[ ,, ,1 'N G... _'' _ L! le AA!41 Mron a �a _1XIso 1 �_ -oT.. .,. . . ...,)..a,,. t 4 mM nN9 3 ,WO AMMAN �I �.._ tl _.. r re MW O.OM Leif.lira Pl t1y4.1LTstso .:.. -1 .riwrKSYNJw YYuw• ir 1 msbinn t,$ q ___ —'__ _ n ••n -.x. , i I 1 N CROOF FRAMING PLAN m 0 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 25 • 'II I , -11. ' ,..t.: ._•-4.-,_.-1_--1- _ - . 1; 1 ; ; ; ; , ,,,,........r. ; i ; .1 i ; 1 1 43311, . I [ I 13133 V 3 I 1 T . ' I 'I---:,... ...- 3 - . , biz - ---- - .,.. _L. A e 4.....il / ... .a , . ' eta X LP E 0 Ccr 0 IE I k L i. • •- t4 3 3 , ft -A.c 6 , , 'I k I —'414.16N HERE l&-II -—EQUAL ro 4 ••'' ' : ' ,.__TYPiCAL FLOOR ' lik OA 4 JOIST ....... ,..--1. - ---kL-...: - --1--1 - . — 1 , imr -— - — •—,- -- - 1 i a al .,-- 1 ,r,awat ar- ka r , wat. , - , . 1 I J N e LEVEL 02(MAIN)FLOOR FRAMING i/E2 reo (2) • VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES Ti Page 26 • Propect7 ttoiraotAaavadtt or!'tCT 7! tit:: KC Sheet Ao N/ I S T 4116- Location. VCV Date. 414--410 sTPLICTUR AL-- Client c110 f Cf:I I f: 1 Kevised: Job No Lnw, 1'2 LL- Date: e-tit4Vr— LL. tt &tJo ;4 vt4.,;, k_LL ) t`.4 Y-1,4Y L 4/00 , Me, MOP_6 ( V rAS-- f-51/04') ) 4, 33'04 . ) VLVT / hip° O. /4cCi rkit_ii (0, ix-61.1.) , o_Atry eND r vi wt.) Ar 51.0 q s _cot_e . 0 414_1211-- _2 o:o.e • L. O. S'&' (so PS,F ) rii Sj VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 27 • Vista Structural Scree eying,LLC Project Title: Mountainwood Homes 14716 NW Delia Skeet Engineer:'D Kate Carrigg Pect Portland,Oregon 97229 P t Desc Office TI 971.223,6099 www.visfastvuctural.mm hie:Maladaktleood Oboe•ALT WF SPAN.ac6 Steel Beam software..5w IENERCALC,MC.1963.2020,WM1270.e17 Lie.i:KW-06010523 Vista Structural Engineering,LLC DESCRIPTION: HSS Stair Stringer CODE REFERENCES Calculations per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending O(0 0467)LW:-(;a7 1t 1' i 3' K 411l. HSS7x4a114 1 epexh a 1a333 nT�, le- Applied Loads Service loads entered.Load Factors will be applied far calculations. Beam self weilhl calculated and added to loadel0 Uniform Load: D=0.04670, L=0.2030 YJO. Tributary Width=1.0 ft.(Stair Load) • DESIGN SUMMARY Des,on OK Maximum Bending Stress Ratio = 0.416:1 Maximum Shear Stress Ratio= 0.041: 1 Section used for this span HSS7x4x174 Section used for this span HSS7x4x1i4 Ma:Applied 11.218k-ft Va:Applied 2.448 k Mn I Omega:Allowable 26.946 k-ft Vn/Omega:Allowable 52.747 k Load Combination +D+L Load Combination +D+L Location of maximum on span 9.167fl Location of maximum on span 0.000 0 Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.585 in Ratio= 375>=360. Max Upward Transient Deflection 0.000 in Ratio= 0<360.0 Max Downward Total Deflection 0.771 in Ratio= 285>=240. Max Upward Total Deflection 0.000 in Ratio= 0 c240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Raboe Suninery of Moment Values Summary of Shear Values Segment Length Span# M V Yeas• Wax- Ma Max Max ItiW0 aepa CI) Pm Va Max Vex Vra7Omega D Only Dsgn.L= 18.33 ft 1 0.100 0.011 2.69 2.69 45.00 26.95 1.00 1.00 0.59 88.09 52.75 +D+L Dsgn.L= 18.33 It 1 0.416 0.048 11.22 11.22 45.00 26.95 1A0 1.00 2.45 88.09 52.25 •D+0,750L Dsen.L= 18.33 ft 1 0.337 0.038 9.09 9.09 45.00 26.95 1.00 1.00 1.98 88.09 52.75 +0.600 Oxen.L e 18.3311 1 0.060 0.007 1.61 1.61 45.00 26.95 1.00 1.00 0.35 88.09 52.75 Overall Maximum Deflections Load Combination Span Max.='0e8 Location it Span Load Combination Max.'+'Del Location in Span +D+L 1 0.7708 9.219 00000 0.000 Vertical Reactions Summit notation:Far left is#1 Values it KIPS Load Conmiabon Slgpat 1 Support 2 Overall MAlaram 2.448 2448 Overall Milmu l 0.352 0.352 D Only 0.587 0.587 +D+L 2.448 2.448 • +13+0,750L 1.982 1.982 +0.800 0.352 0.352 L Only 1.861 1.881 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 28 • Vista Structural Engineering.LLC 14718 NW Delia Street Project Title: Mountainwood Homes Engineer: Kate Canigg 9710eld,�47229 ProjecProject IDescr:Office TI www.vistastructural,com Steel Beam Fie:Mountainwood Office-ALT WF SPAN.ec6 SolMwe., . ENERCALC,INC.1903.2020,Bea l2 20 017 Lic.0 KW-060105Z? Vista StrucWral Engineering,LLC DESCRIPTION: MB-3-Wideflange Beam at Level 2 CODE REFERENCES Calculations Per AISC 360-16,IBC 2018,CBC 2019,ASCE 7-16 Load Combination Set:ASCE 7-113 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional budding E:Modulus 29,000.0 ksi Banding Axis: Major Axis Bending ao 24)1ro 4170) - D124)Lo9r St23-10 o21 {at"1� rx10.2e a �;la. -.- __1,1-50,491 1. .___.-._..�_ ___..- __._ ,S rT VW/Ulan 0000.33.0 it Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiohl calculated and added t0loadila Load for Span Nurdxet 1 UnAarh Load: D=0.020, L=0.0350 kid.Extent=0.0->>5.750 ft, Tributary Wldlh=14.0 ft,(Floor Load) • th Kul rn Load: D=0.020, L=0.03480 ksf,Extent=26.80-»33.0 ft. Tributary Width=14,0 ft,(Floor Load) Point Load: D=24.0, L=19.0, 5=23.80 k 518.0IL(Roof Pori Above) Uniform Load: D=0.020, L=0.03480 kg, Tributary Width a 12.0 fl,(Floor Load) DESIGN SUMMARY Disl9.-. at< 1 Maximum Bending Stress Ratio = 0.530:1 Maximum Shear Stress Ratio= 0.132:1 Section used for this span W21x168 Section used for this span VV21x166 Ma Applied 570.974 k-ft Va:Applied 44.541 k • Mn 7 Omega:Allowable 1.077.844 k-ft VnlOmega:Allowable 337.50 k Load Combination +0+0.750L+0.7505 Load Combination +0+0.7501.+0.750$ • Location of maximum on span 16.029ft Location ofmaximum on span 0.000 ft Span x where maximum occurs Span r 1 Span it where maximum occurs Span 01 Maximum Deflection Max Downward Transient Deflection 0.305 in Ratio= 1,297»00. Max Upward Transient Deflection 0.000 01 Ratio= 0 4800.0 '... 1 Max Downward Total Deflection 0.763 in Ratio= 519>=360. Max Upward Total Deflection 0.000 in Ratio= 0<380.0 Maximum Forces&Stresses for Load Combinations Load Cernberation Max Stress Ratios Summary of Mordent Values Six-empty of Stem Values Segment length Span a M V Minas+ Neoax- Ma Max Max um/Omega Ch an Va Max Wu VrWOmeya 0 Cray +0+OLsgr,I.= 33.00 ft 1 0239 0061 257.70 257.70 1,030.00 1,077.64 1.00 1.00 2070 50025 337.50 +aOm n.L= 33.00 ft 1 0.445 0.119 479.56 479.56 1,800.00 1,07724 1.00 1.00 4023 506.25. 337.50 Dealt.• 33.00 ft 1 0.421 0.096 453.54 453.54 1,800.00 1,077.84 1.00 1,00 32.96 50625 337.50 00+0.7501 Opal 0 33.0019 1 0393 0.105 424.09 424.09 1.800.00 1,077.84 1.00 1.00 36.35 50625 337.50 •0+0.7501.40.7508 +0 Clegn.l.= 33.00 ft 1 0.530 0.132 570.97 570.97 1,900.00 1,077.84 1A0 1.00 44,54 50625 337.50 . Dagn.L a 3300 ft 1 0.143 0.037 154.62 154.62 1.800,00 1,077.84 1.00 1.00 12.42 506.25 337.50 VISTA STRUCTURAL ENGINEERS MOUNTAINWO00 HOMES TI Page 29 • Vista Structural Engineering,LLC 14718 NW Delia Steel Project Title: Mountainwood Homes Engineer: Kate Carrigg Project ID: 977�a23.60999 97229 Project Descr:Office TI vrew.vistastnic ral.com Steel Base Plate Fie:Mo.ntamwood Office-ALT WF SPANec6 Software oopw fl ENERCALC,WC.1983-2020,840.12 20 817 DESCRIPTION: Base PI at MB-3 HSS Columns Code References Calculations per AISC Design Guide#1,IBC 2018,CSC 2019,ASCE 7-16,RISC 360-16 Load Combination Set:ASCE 7-16 General Information Material Properties RISC Design Method Allowahle Strength Design Steel Plate Fy a 36 ksi Concrete Supped lc = 2.50 ksi fl c :ASD Safety Factor- 2.31 Assumed Bearing Area:Full Bearing Nominal Bearing Fp per J8 2.125 ksi Column 6 Plate Column Properties V-0" Steel Sedan. HSS5x5x114 Z Depth 5 in Area 4.3 1nc2 Width 51n dtx Inca Flange Thickness 0.233 In Iyy It44 Web Thickness In • Plate Dimensions Support Dimensions N:Length 12 in Width along'X' 12 in X B:Width 12 in Length along 7 12 in 71 Thickness 0.6250 in Col inn asscmed welded to base plate. 40 I ..._ .... . 1-0 Applied Loads +p P-Y YZ M.X +M X 0:Deed Load..._. 23.60k It kat +X +X L:lJw........ 22.70k k Mt 1 Li Roof Mel.._._ k k k-tt E t.4 S:Snow.,....._.... 12.30 k k kal W:Wind-..._.-........ k It kat �VZ I k k kat \ k k k-tt +Z +Z 'P'a Gravity load.•+•sign is downward. "+"Moments create twiner sod pressure at+Z edge. "«"Shears push plate towards+Z edge. Anchor Bolts ` .-i�._. Anchor Dolt or Rod Daaipmn _ , •WI* Max of Tension or Pullout De cil y........._ It Shear Capacity of �eacp.Rorv~..1.V__ 1.25 IIn •..-__._. __... 2 Number of Solt Rows I • • • • i • VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 30 • Vista Structural Engineering,LLC 14718 NW Delia Street Project Title: Mountainwood Homes Engineer: Kate Carrigg Portland,Oregon 97229 Project ID: 971.223.6099 Project Deux:Office TI ww v.vistasWcturel.com Steel Base Plate Far Mountamwrwd OMMoe-ALT WFSPAN.ec6 Software.,yak. ENERC4LC,INC.19e3-2000.aurdl22o 8.17 Lic.e:KW-06010523 Vista Structural Engineering,LLC DESCRIPTION: Base PI at MB-3 HSS Columns GOVERNING DESIGN LOAD CASE SUMMARY Rig:MUL Moment.. 2275 kin Plate Desian Summary b:Ma Bing Stress 15.527 kai Design Method Allowable Strength Design Fb Asoaide' 21.557 ksi Governing Load Combination +0+0.750L+0,7505 Fy f Ome9a Governing Load Case Type Axial Load Only Bending Stress Ratio 0.720 Governing STRESS RATIO 0.7203 Bending Stress OK Design Plate Size 1'-0'a V-0"a 0.510 lu:Max.Plate Bearing Stress,.. 0.346 kg Pa Axial Load._. 0.000 k Fp:AMrable' 0.920 ksi Ma:Moment.... 0.000 k1i Searing Stress Ratio 0.376 Bearing Stress OK Load Comb.:D OnlyAxialLoad Only,No Moment lasling Pa i Axial Load.... 23.600 k 52$1 .A1:1Me......_ 0.920 kat Design Pete Heigle.,_...,. 12,000 h fa Max Bearing Pressure 0.164 kb 12.000 in Stress Ratio ,....__. 0.175 Design Peale Width......._ i 'to cd1wen;rn:es erayiwTw Ism*used P ate Bendin0 Stresses III AlPlate Area......... 144.000 m^2 Mmax 1.07T ken i _ , Supped Area W.,... 144.000 in^2 A:Actual ....................._ 7.351 kw sort(A21A1) 1.000 Fb:Allowable 144.000 ksi Siren Ratio 0.341 Distance for Moment Calculation 3.625 in n'.............._..... 3.625 In X 0.000 kt"2 Lambds.._,..._....__.._ 0000 n•._._._..____..._._..._._..... 0.000 in n'•Lambda. 0.000 in L=maxim.A it).. ...........:....... 3.625 h Load Comb.:+D+L Axial Load Only,No Moment Loading Deanna Stresses Pa-Axial Load.,.. 46 0.920 k Fp A9owade ,..._._.,__.............. kg Design Plate Height......... 12.000 h fa:Max.Beamg Pressure 0.322 ksi Design Plate Width......... 12.000 in Stress Ratio...»..,__.._._.. 0.350 iVelle d!kvr tram entry Apa•C&Narrt9 used Plate Bending Stresses Alt Pia Area 144.000 inn Mmes e Fu'L^212................._ 2.113 k-in A2:Stypon Area 144.0011 402 :AW W_._................._.___ 14.422 ksi scab A2/A1) 1.000 - ............... 21.557 ksi Sams Rain 0.669 Distance for Moment Calculation 'm"..................... 3.625 in n"..___._........ 3.625 in x 0,00 W^2 Lambda.._...._._......... 0.000 tr.........___.._._._..._.....,. 0.000 in rf•Lambda_........_...._..__........ 0.000 in L v maxim n,n") 3.625 et 0 VISTA STRUCTURAL ENGINEERS MOUNTAINwOOD HOMES Ti Page 31 0 Vela Structural Engineering.LLC 14716 NW Delia Street Project Title: Mountainwood Homes Engineer: Kate Canigg Portland,Oregon 97229 Pro ect ID: 971.2239099 Pro ect Descr:Office TI wrmi.vistastioduratow Fir Mcuntainwood Office-ALT WF SPAN.ec6 Steel Base Plate some ;,j,..ENERCAC,INC.19834020,Buid:1220.8.17 Lic.I.KIN.06010523 Vista Structural Engineering,LLC DESCRIPTION: Base PI at MB-3 HSS Columns Load Comb.:+D+S Axial Load Only,No Moment Loading Bearwg Stresses Pa:Axial Load ... 35.900 k Fp:Atonable 0.920 ksi 12.000 in ta:Max.Bearing Pressure 0249 tel Design Male Width 12.000 in Stress Ratio.. 0271 ill bv ettYer,!Ivrenby I perm beanng ow Plate Bending Stresses Al:Rale Area 144.000 in"2 Mrnax=Fu 1 L'2 7 2... 1.638 S.in 144.000 inx2 lb:Adalai 11.1821c1 san(A2/A1) 1.000 Fb i Alawatig 21.557 ksi Mies Mo.-- 0,519 Distance •m' 3.625 In 3.625 in 0.000 lre2 0.000 0.000 In n'`Lambda.. 0.000 In L =aro,n,re) . 3.626 in Load Comb.:+0+0.750L Axial Load Orgy,No Moment Loading Bearing Stresses Pa:Axial Load 40.626 k Fp:Alm/able 0.920 kat Design Plate Height...,,,,,. 12.000 in fa:Max.Bearing Pressure 0.282 kW Design Plate Width......... 12.000 In 8.3a7 0 LW.'I:P afferent l'ORI entry if podial bea019 wed Al:Plate Area......... A2:Support keg 144.000 iril 144.000 on Plate Benda°Stresses Mmax=Fu•L^2/2. lb:Actual.. 1.854 li-in 12.654 tel sort(A201) 1.000 21.557 tel or Distance for Moment Calculation 'm' 3.625 In 3.825 11 X 0.000 inA2 Lambda 0.000 if 0.000 in nLaíabda 0.000 in L xr inealm.n.Pi 3425 In Load Comb. :+0+0.750L+0.750S Axial Load Only,No Moment WE& Doffing Stresses Pa:Axial Load.... 49.850 k - Fp;Atowable . 0 92C ksi Design Plate Height 12.000 in fa:Max.Bearing Pressure 0.346 ksi Design Plate Width. 12000 el Stress Ratio 0,376 M.'..,*dreeieni from entry i f Rita/bearkg used Plate Bending Strew Al;Plate Area ....... 144.000 WV Moan=Fu'L^2.12 . . . . . . 2 225 i-in A2:Support Area................. 144.000 hog lb:Actual.......................... 15.527 kB, sqrtl A21A1) 1.000 Fb:Atonable 21 557 Its1 Stress Ratio 0.720 Distance for Moment Calculation 'm" 3.625 in 'n" 3.625 in X. 0.000 inA2 0.000 0.000 in 0.000 in 1..1 rie(m n re) 3.625 In • • VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 32 • Vista Structural Engineering,LLC 14718 NW Delia Street Project Title: Mountainwood Homes Engineer: Kate Carrigg Oregon Project ID: 971"223.6 97� Project Descr:Office TI wAw.estastnictural.com Steel Base Plate Fie:Motalnwo6a Me•ALT WF SPANec6 soave ,y ENERCALC,diC.1983.2620,auid:l220.8.17 Lie a KW-06010523 Vista Structural Engineers lq LLC DESCRIPTION: Base PI at MB-3 HSS Columns Load Comb.:+O.60D Axial Load Only,N0 Moment Loading $eanna Stresses Pa:Axial Load.... 14.180 k Fp:Allowable ..............._........ 0.920 ka Design Plate Height......... 12.000 in to:Mao.Bearing Pressure 0.098 tel Design Plate Width 12.000 in Stress Ratio _r. 0.107 *Woo a,'h-enf ram enay lead*Owed used Plate Bendin0 Stresses Al:Plata Area.._..... 144.030 in"2 Mmax=Fu l"212 _._ 0.646 kin A2:Support Area_._............. 144.000 0,2 tb:Ached_......_.._...._..._.__ 4.411 Kt writ A2JA1) 1.000 Fh:Mewl* 21.557 k1 Mast Raft--- 0.205 Distance for Moment Calculation 'm' 3.625n 'n'__._.._ 3.825 in x 0.000 In 2 Lambda........_..,........ 0000 H 0.000 et re*Lambda 0.000 In 3.825 in • • VISTA STRUCTURAL ENGINEERS MOUNTAIN WOOD HOMES TI Page 33 • Vista Structural Engineering,LLC 14718 NW Street Project Title: Mountainwood Homes Engineer: Kate Canigg Portland,Oregon 97229 Project ID: 971.223.6099 Project Des r:Office TI wmv.vrstastruct ral,com General Footing File:Mour —woad 0 ALT WF SPMI.ece Reese--,;1,.. t ItCALC.nc.nas2a2a,are121e8.i1 I.,I =.NW 9M:16523 Visra Shvrm:al Eng:r?ering.LLC DESCRIPTION: Controlling Footing for MB-3 Code References Calculations per ACI 318-14,IBC 2018,CBC 2019,ASCE 7-16 Load Combinations Used:ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2,500.0 ksi Allowable Soil BwrMg = 1.50 ksf y Reber Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 2,850.0 ksi Sod Passive Resistance(for Sliding) = 100.0 pd Concrete Density = 145.0 pc! Soil/Concrete Friction CaeB. = 0.30 9 Values Flexure - 0.90 Shear = 0.750 Ineruses based on footing Depth Analysis Settings Fooling base depth below soil surface = ft Min Steel%Bending Reinf = Allow press,increase per foot of depth = ksf Mn Allow%Temp Remf. = 0.00180 when fooling base is below = ft Min.Overturning Safety Factor = 1.0:1 MM.Sliding Safety Factor = 1.0.1 Increases baud on footing plan dhnenslon Add Fig Wt for Soil Pressure No Allowable pressure increase per foot of depth Use ftA wt for stability,moments&shears Yes - ksf a w when max.length or greater tlern Add Pedectal Wt for Sal Pressure No _ ft Use Pedestal wt for stability,mom&shear No Dimensions Widen parallel to X-%Axis = 5.833 ft • Length parallel to Z-Z Axis = 5.833 ft Footing Thickness 14.0 in i i•`ems ,: R {, d I, y .., �Pr .^'3. Pedestal dimensions. ra px:parallel to X-X Axis = in pz parallel lo Z-Z Axis _ in €a Height n a Reber Centerline to Edge of Concrete... k , at Bottom of fooling = 3.0 in 1 Reinforcing - ea Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = Or 5 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Size = e 5 Bandwidth Distribution Check (ACt I OOecbon Requiring Closer Separation ...-....•.. _ n/a a Bars required Within zone n/a a Bars required on each side of zone n/a Applied Loads D Lr L $ W E H P:Column Load = 25.20 22.70 12.30 k OB:Overburden = ksf M-xx = k-It M-zz = k-ft V-x _ k V-z = k • VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 34 • Vista Structural Engineering,LLC 14718 NW Delia Street Project Title: Mountainwood Homes Engineer: Kate Camgg Portland.Oregon 97229 Protect ID: 971.223.6099 Project Descr:Office T1 vivny.yistastructuralcom General Foot File:Mwuniakxrood Oka-ALT WF SPAN.nc8 Footing wove".. ' ENERCAC,INC.iei31026.a/d1220b.i1 Lk ..KW-06010521 Vista Structural Engineering.LLC DESCRIPTION: Controlling Footing for MB-3 c 1%OVER,Ok. 1500PSF IS DESIGN SUMMARY CONSERVATIVE MM.Ratio Item Capacity Governing Lad Comblesdon FAR 1. 'I Bearing 1.512 ksf 1.50 kst +0+0.750L+0.750$about Z-Z axis PASS Na Overturning-X-X 0.0 k-8 0.0 IA No Overturning PASS Na Overturning-Z-Z 0.0 k-6 0.0 k-ft No Overturning PASS Na Sliding-X-X 0.0 k 0.0 k No Sliding PASS Na Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS Na Uplift 0.0 k 0.0 k No Uplift PASS 0.5758 Z Flexure(+X) 9.089 k-Rtft 15.784 k-Mt +1.200+1.60L+0.50S PASS 0.5758 Z Flexure(-X) 9.089 k-sift 15.784 k-ftM •1.200+1.60L+0.50S PASS 0.5758 X Flexure(+Z) 9.089 k-MI 15.784 k-tt/ft +1.200+1.60L+0.50S PASS 0.5758 X Flexure(-Z) 9.089 k-Mfl 15.784 k-Mft +1200+1.80L+0.50S PASS 0.01354 1-way Shear(+X) 32.108 psi 2.371.71 psi +1.200+1.80L+0.50S PASS 0.01354 1-way Shear(-X) 32.108 psi 2.371.71 psi +1.200+1 80L+0.50S PASS 0.01354 1-way Shear(+2) 32.108 psi 2,374.71 psi +1.200+1.60t+0.50S PASS 0.01354 1-way Shear(-1) 32.108 psi 2.371.71 psi •1.200+1.601+0.50S PASS 0,03086 2-way Punching 146,381 psi 4.743.42 psi +1.20D+1.60L+0.50S Detailed Results Soil Bearing Rotation Axis a Xecc Zee Actual Soil Bearing Stress 411 Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top.+Z Left,-X Right.+X Ratio • X-X.0 Only 1.50 Na 0.0 0.7407 0.7407 Na Na 0.494 0.939 X-X,+D+L 1.50 Na 0.0 1.408 1.408 Na Na X-X. 1.50 Na 0.0 1.102 1.102 Na Na 0.735 X-X.+D+0.750L 1.50 Na 0.0 1.241 1.241 n/a Na 0.827 X-X.+D+0.750L+0.750S 1.50 Na 0.0 1.512 1.512 Na Na 1.008 X-X.+0.600 1.50 n/a 0.0 0.4444 0.4444 Na Na 0.296 Z-Z.D Only 1.50 0.0 Na Na Na 0.7407 0.7407 0.494 Z-Z.+D+L 1.50 0.0 Na Na Na 1.408 1.408 0.939 Z-2.+D+S 1.50 0.0 Na Na Na 1.102 1.102 0.735 Z-Z.+D+0.750L 1.50 0.0 Na n/a Na 1.241 1,241 0.827 Z-Z.+D+0.750L+0.7505 1.50 0.0 Na We Na 1.512 1.512 1.008 Z-Z.+0.600 1.50 0.0 Na n/a Na 0.4444 0.4444 0296 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Faotk g Has NO OverturningI Al units k Sliding Stability Force Application Axis Load Combination... Sliding Fora Resisting Force Stablgly Ratio Status Footing Has NO Sliding Footing Flexure Flaxun Axis&Load Combination Mu Side Tension As Req'd Grin.As Actual As Plinio Status k-e Surface re2 .02 inq k-e X-X.+1.400 4.410 +Z Bottom 0.3024 Mln Temo% 0.3189 15.764 0K X-X.+1.400 4.410 -Z Bottom 0.3024 Min Temo% 0.3189 15 784 OK X-X.+1.200+1.601. 8.320 •Z Bottom 0.3024 Min Temo% 0.3189 15.784 OK X-X.+1.200+1.60L 8.320 -Z Bottom 0.3024 Min Temo% 0.3189 15.784 OK X-X.+1.200+1.60140.50S 9 089 +Z Bottom 0.3024 Min Tema% 0.3189 15.784 OK X-X.+1.200+1.60L+0.50S 9.089 -Z Bottom 0.3024 Min Temo% 0.3189 15.784 OK X-X.+1.200+L 6 618 +2 Bottom 0.3024 Min Temo% 0.3189 15.784 OK X-X.+1.200+1 6.618 -Z Bottom 0.3024 Min Temp% 0.3189 15.784 OK X-X.+1.200 3.780 +Z Bottom 0.3024 Min Temo% 0.3189 15.784 OK X-X.+1.200 3.780 -Z Bottom 0.3024 Min Temp% 0.3189 15.784 OK X-X.+1.200+1+1.60S 9.078 +Z Bottom 0.3024 Mtn Term% 0.3189 15.784 OK X.X.+120D+L+1.60S 9.078 -Z Bottom 0.3024 Min Temo% 0.3189 15.784 OK • VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 35 • Vista Structural Engineering,LLC 14718 NW Delia Street Project Title: Mountainvvood Homes Engineer: Kate Carrigg Portland.Oregon 97229 Project ID: Project Descr:Office TI 971.22.223.6099 vmw.vistastruclural.com General Footing Fie:Montaln oodarca-ALTWF SPAFl.ec6 Seams•.„1,, ENERCALC,INC.I9tt12020,&dd:122O.4.17 Li<.+;KW-Ot1010523 Vista Structural Engineering,LLC DESCRIPTION: Controlling Footing for MB-3 Footing Flexure Flexure Axle 6 Load Combination Mu Side Tension As Rsq'd Gem.As Actual As WW1 Sous k-A Surface ell e2 0^2 k-U X-X.+1200+1.60S 6.240 +Z Bottom 0.3024 Min Temp% 0.3189 15.784 0K X-X,+1.200+1,60S 6.240 •Z Bottom 0.3024 Min Temp% 0.3189 15.784 OK X-X.+120D+L+0.505 7.386 +Z Bottom 0.3024 Mln Temp% 0.3189 15.784 0K X-X.+1.20D+L+0.5OS 7.386 •Z Bottom 0.3024 Ain Tema% 0.3189 15.784 0K X-X.+0.90D 2.835 +Z Bottom 0.3024 Mkt Temo% 0.3189 15.784 OK X•X.+0.90D 2.835 -Z Bottom 0.3024 Ain Temp% 0.3189 15.784 0K X-X.+1.200+1+0.20S 6.925 +Z Bottom 0.3024 Mkt Tatra% 0.3189 15.784 OK X-X.+1.200+L+0.205 6.925 -Z Bottom 0.3024 Min Tetra% 0.3189 15.784 0K Z-Z.+1.40D 4.410 -X Bottom 0.3024 Min Temo% 0.3189 15.764 OK Z-Z.+1.40D 4.410 +X Bottom 0.3024 Min Tenn% 0.3189 15.784 OK Z-Z,+1200+1.60t. 8.320 -X Bottom 0.3024 Min Temo% 0.3189 15.764 OK Z-Z,+1200+1.60L 8.320 +X Bottom 0.3024 Min Temp% 0.3189 15.784 0K Z•Z.+1.200+1.60L+0,505 9.089 -X Bottom 0.3024 Min Temo% 0.3189 15.764 OK Z•Z,+1.200+1.601+0.50S 9.089 +X Bottom 0.3024 Min Terra% 0.3189 15.764 OK Z-Z,+1,200+1 6.618 -X Bottom 0.3024 Min Temo% 0.3189 15.784 OK Z-Z.+1.200+L 6.618 +X Bottom 0.3024 Min Temo% 0.3189 15.784 0K Z-Z,+1.200 3.780 -X Bottom 0.3024 Min Tenn% 0.3189 15.784 OK Z-Z.+1.200 3.780 +X Bottom 0.3024 Ain Temo% 0.3189 15.784 OK Z•Z.+1200+L+1.605 9.078 -X Bottom 0.3024 Min Temo% 0.3189 15.784 0K Z-2.+1200+L+1.605 9.078 +X Bottom 0.3024 Min Temo% 0.3189 15.784 OK Z-Z.+1.200+1.60S 6.240 -X Bottom 0.3024 Min Temo% 0.3189 15.784 OK 2-Z.+1.200+1.60S 6240 +X Bottom 0.3024 Min Temp% 0.3189 15.784 OK Z-Z,+1200+L+0.506 7.386 -X Bottom 0.3024 Min Tema% 0.3189 15.784 OK • Z•Z,+1.200+L+0.505 7.386 +X Bottom 0.3024 Min Temp% 0.3189 15.784 OK OK Z-Z,+0.90D 2.835 -X Bottom 0.3024 Min Temp% 0.3189 15.784 Z•Z.+0.900 2.835 +X Bottom 0.3024 Min Temo% 0.3189 15.784 OK Z-Z.+1.200+1+0.205 6.925 -X Bottom 0.3024 Mkt Temo% 0.3189 15.784 OK Z.Z.+1.200+1+0.20S 6.925 +X Bottom 0.3024 Min Temo% 0.3189 15.784 0K One Way Shear Load Combination.„ Vu @-X Yu @+X Yu @-Z Vu igl+Z Yu:Max Phi Yn Yu!Phr Vn Statue +1.400 15.58 osi 15.58 osi 15.58 osi 15.58 osi 15.58 psi 2.00 psi 0.01 OK +1.200+1.601 29.39 osi 29.39 osi 29.39 psi 29.39 osi 29.39 osi 2.00 psi 0.01 OK +1.200+1.60L+0.505 32.11 osi 32.11 osi 32.11 osi 32.11 osi 32.11 osi 2.00 psi 0.01 OK +1.200+L 23.31305i 23.38 psi 23.38 psi 23.38 psi 23.380 2.00 psi 0.01 OK +120D 13.35 osi 13.35 psi 13.35 psi 13.35 psi 13.35 osi 2.00 psi 0.01 OK +1200+L+1.60S 32.07 out 32.07 osi 32.07 psi 32.07 psi 32.07 nsi 2.00 osi 0.01 OK +1.2013+1.60S 22.04 Psi 22.04 osi 22.04 osi 22.04 osi 22.04 osi 2,00 osi 0.01 OK +1.200+L+0.505 26.09 osi 26.09 Psi 26.09 osi 26.09 psi 26.09 osi 2,00 osi 0.01 0K +0.900 10.02 osi 10,02 psi 10.02 osi 10,02 osi 10.02 osi 2.00 psi 0.00 OK +1.20D+L+0.205 24.46 osi 24.46 psi 24.46 psi 24.46 osi 24.46 osi 2.00 osi 0.01 OK Two-Way"Punching"Shear Ai units k Load Combination... Vu PhiVn Yu!PhMin Status +1.40D 71.03 psi 4.00psi 0.01497 OK +1.200+1.601 134.00 psi 4.00osi 0.02825 OK +1.20D+1.601+0.505 146.38 psi 4.00psi 0.03086 OK +1.200+1 106.58 Psi 4.00osi 0.02247 01< +1,200 60.88 psi 4.00psi 0.01284 01< +1,20D+L+1.605 146.20 osi 4.00osi 0.03082 OK +1.200+1.605 100.50 Psi 4.00054 0.02119 01< +1,200+L+0.505 118.96 psi 4.00osi 0.02508 OK +0.900 45.66 psi 4.00osi 0.009626 OK +1.20D+L+0.20$ tit.53 osi 4.00osi 0.02351 OK • VISTA STRUCTURAL ENGINEERS MOUN I AINWOOD HOMES I I Page 36 • Vista Structural Engineering.LLC t471@NLY Delia Street Project Tltle: Mountainvrooc Homes Engineer: Kate Carrigg ProjectID. 971 2223.6099 cn 97229 Project Descr:Office TI wo m.v siast'UCArraLCOm Steel Beam Maietaimaood Office-ALT lW SPAN ace Srdw.re capyr,ge ENtaCr4c,,tie.11m3 2020,alAd:'.i AI d 17 DESCRIPTION: MB-3-Wldeflange Beam at Level 2 Overall Maximum Deflections Load Combination Span Mac:•Del Lora% ,nSpan LoadCombnaton May. De LccMon in Scan +D•C.75CL.C.7505 1 0.7634 16.406 O.0000 0.03C Vertical Reactions %ippon.-men Fir,eaisa1 VaLesi-KIDS Lead Ccmb,rat pe Suomi 1 Suvpar12 Chew MAKanrm 44.541 43.0'7 Orera:i Minim im 12.261 11.539 D nny 20.695 20.049 *D�t 40,23C 39.133 +D•S 32.956 31 588 +0•0.750_ 35.346 34 362 r D,0.75G-'C.750S 44.541 43.017 10 603 12.417 12.029 Only 19.534 19.085 S Only 12261 11.539 • • VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI P;,.1,; I F 0 R T E` 03 JOB su.,MARr REI'UR1 • Mountainwood Main Office Main Office Area Mambo Name Rend4 Current Sedation Comments RH-2 Passed 1;resets)4 x B OF No.2 RB-1 Passed I diesels)5 1/8"x IV 24F-V4 Of OIulam CB•1 Passed 1 pieoe(s)5 1/8"x 15'24F-V4 Of 6lulam 10-1 Passed 1 diesels)13/4"x 16"2.0E Mcrollamc LVL M3-1 Passed 2 piece(s)2 x 12 Of No.2 to 16"OC M81 Passed 1 piece(s)3 1/2'x 20"2.2E Pacallam(6 PSL 1482A Passed 1 tassels)S 1/4"x 22'2.2E ParaBamea PSI. MB2A POST Passed 1 plece(s)6 x 6 DF No.1 MB28 Passed 1 pbcels)3 1/2"x 22-2.2E Parallam(I>PSL 1 MH-I Passed 1 piece(s)4 x 10 DF No.2 MH-1 IAMB Passed 3 tassels)2 x 4 DF No.2 MH-2 Passed I diesels)1 3/4-x 7 1/4"I.55E TImbeStranOSI 1SL MH-2 JAMB Passed 2 diesels)2 x 4 OF NO.2 MB-4 Passed 4 diesels)1 3/4'x 11 1/4-2.0E McrolIma LVI. Original Nouse Member Name Results Current solution Comments Header a:OHD-9FT Passed 2 piece(s)1 3/4"x 9 U2"2.0E MKroB,ynr LVL RH-1 Passed 1 piece(s)4 x 10 Of No.2 • ►er1aW1$SaRmre Ooaraw lee notes 4/6/2022 3:54:57 PM UTC Rase Greggt Vesta SA a au¢ury Enpxrcexy,tit FaYeWE6 v3.2 • 1911)23361a1 sated. natrn.mm iLearrhaeus, File Name:Mountainwood Maln Office Page It21 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOO HOMES TI Page 38 .it FORTE OE• MEMBER REPORT PASSED Main Office Area,RH-2 1pisce(s)4x8DfNo.2 Ov#a0 Length:3-3" 0 1 A):locations are measured t:yen the outside face of left support(or lett cantilever end).All d.mansions awe hontontal. Design II_IttO . Afters Leaitie a Mem* Rasa* LY , lamb CatIRYYsa Musa.) System:Wad Me Member Reaction Om) 1057 F 0 3281(I.51r) Passed(32%) -. 1.0 0+1.0 5(Al Spans) "'b"'Type:header auadny use:CammacW Shear OM) 500 fT 8 3(4° 3502 Passed(17%) 1.15 I.0 D+lA 5(3W Spans) flulding Cade WC 2018 Moment(FF-lbs) 855 01 1'7 IR- 3438 Passed(25%) 1.15 1.00+1.05(41 Spe ) oesiyn methodology:4.50 Live Load Dee.(In) 0.005 SP 1'7 1/2' 0.065 Permed(14999+) -- 1.0 0+1.0 5(Al Spars) Tole(Load D c(et) 0.009 O r 7 lir 0.108 Ferried(11999+) — 1.00+1.0 5(0•1 Spain) •Oefaadn erter10 LL(11500)end It(U369). •Aimed mime e does not reflect the*Oedemata,die bean atatilly fader. •Adairable okWtims are based on N05. Seedy Lanai Legit ldAtfPapObi) . Supports falal Anlable Reoii.0 Deli Rear Doe lime tatty eteesrlea 1-icemen-OF 1-SO` 1.50` l.50' 474 463 SA 1516 None 2-Tsrle,er-di t.5o` 1-Sp' LSO" IT< 463 579 1516 None Weal IleadRg aradMNWogle commis Top Edge(W) 1'3°oft dmbn Edge(1.4 1 3'oic •Sistanom attend*Wong intervals based on mooted bad. Dad Raf Yam ism Vertical Leads IooOna libitery f1MY (sass) (noweimen L76) (1.1s) CM.aaafa 0-Sea Wta/e(P F) I O to 3'T I N!A 6 4 I -- 1•Orients(PSF1 0to 7'T le 20.0 20.0I 25.0 Raad�pf I °' hm° "9 Mt*wAMMINr Notes Weterhawso wawa that the smog o1 its prebrts yell be in aawdance with weyetnaarse product decor meets and dobt4'ed design ealee.ykRMaaeer ettlaessiy 055010e any Oder wwwW91 retitled to me software.Use of this software a not intended to<non vent die need fel a design pdessbrla an da4Mnned by the wehoM 04109 Ansdetlm.The dew",of lamed,Yawn o 9601a a remorarae to save dqt ONO 050M60n a commie*wash the twee limpet.Aaasorrs(Rim Bead,eacton0 Panes and Smash 900.3)are no designed by the software.Products manlactered at WeferMen r faclgtet are tfted-pony certified to w t...ot a fixedly standards.Weyerhaeisr Ergi eased Lumber Products have been crenated by ICC-ES wide-evatatwn reports ESP-1153 and F5R-1387 ad/or tamest accordance ee i applrcaa4 A51M eandands.fot currant coal eNuaaon mato,WeY401400Ta IroWci literaule and.etalalwn dean refer to wwa.waYM1.a .emn/reddprdduccyaocumeM4brary. The Pula ap4tm6=0,rant design wads,0anen ors and support infennation have been minded by Forte/Oita Sdtwae Donator detaeaas aaeeaae operaser lob Nabs 4/6/2022 3:54:57 PM UTC • lute arrow Vista Structural ergnart9,sec ForteWEO v3.2,Engine:V0.2.0.37,Data:V8.1.0.36 ante 23}618DCvMatrucWa<Ma efirrhart:aee FM Name:Mountatnwood Main Office aae Page 2 I 21 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 39 FORTE'• S MEMBER REPORT PASSED Main Office Area,RB-1 1 piece(s)5 1/5"x 15"24F-V4 DF Glulam (`••i Pram`fn31h Ter A l/;- 1 I „ bI I '10" AEI I' _.... . _ o © o All locallons are measured free,the outside fate 04 left Support(w left oanblever rod).AB dimensions are tionnafilal. Design Rasps WWII NewB Wrk LW We GtrIOI PtUn) ST77 n:Fl0a Member Reaction(16s) 10107 Le 12'6 1/4' 17617(5.50'1 Passed(5796) 1.0 0 e 0 751+0.75 5(All Spans) Member Type:Drop Beam building Use:fnnenncW Shear((bs) 5176 0 14' 15618 PasUO(3390 1.15 1.0 D*0.75 L t 0.75 5(All Spans) *,long Cade IOC 2018 Fos Moment(Ft-t,$) 11755 @ 22'3 1i2' 44203 Passed(27%) 1.15 1.0 D+0.751+0.75 S(hat Spear) Design me0aoaogy:ASD Neg Moment(Ft-0n) -14759 0 12'6 174" 34073 Passed(43%) 1.15 1.0 D+0.75 L+0.75 5(NI Spans) LNe load Den.(n) 0.071 0 21'6 3)(6• 0.334 Passed(1.4999t) -- 1.0 D a 0.75 L+0.75 5(All Spans) Total Load Dell.(in) 0.196 0 21'6 13/16" 0.834 Passed(1J999+) - 1.0 D+0.751+0.75 S(NI Spans) •Deflection plena:U.IL/6e0)end TL(1/240). •eared moment does not reflect the a:)usb ied for the bean stability bane. •Canal pedlar moment adjusted by a edam fade,d 1.001NR won calculated urine Wadi I.•17 10 Dlr. •Carai ne9atee moment adjoeee try a yoke*factor of 1.00 Ina wan calculated imam length 1•Ir 1/16". •,be eflecb of or rw on a camber hove rot been=oared for atom deflection.• •tee spec/ed ovate d assumed to here es drone tmnalvn et the amen or pie beam brae with pop!Tale up 8$wows by the mlmdedlaa. •Appbobte raktaanons are based on NDS. Wlllateraah Iamb%ssaara (IWO &wpm,* Tttlel A9aaaa4 Ileignal Oren Meer LW baffler heat 'hall Adtanadaa 1-did wit•OF 5.50' 5.50" 1.50' 1233 463/-I32 595 7.4 Nj 32/ e4c•1"9 2-Sod wall•DF 5.50' 5.50' 3.16' 6932 1473 2209 2761 1337S Bodoni 3-Slue wad-OF 5.50' 5.50' 1.50' 2300 598/-38 868 1086 4B38 Modena •Blocking Panels ant*flume('to tonry no rods added dreg Moe man,and the he tad a rennet b an menhir Nana rt.wP wd LatIIM Rfadu g aredimpletwels Comments Up Edge(DO Or r a, Bottom Edgy(Le) re r roe hlanrnpm aalienable --- - ----- _----- -----_I • Inane intends breed on aPpeed lead. Deed Plow Loa Roof Lire Snow l Vertical Leads 1 Location(Me) TanbeeWiddn 10.90) (L00) (ado-snow:1.25) (L.Ls) Ism 0-See We2f0(PLO) r Dt029.6 Dr r Nre 18.7 — - ' 1-Waronn(PSF) Oto29'61/2' 6' 20.0 20.D 25,0 ,Roof Led 2-U 0pn,(PSP) 0 to 29'6 Ur 4' ISD 200 • - feeelawe Load 3-Uniform(PLF) 0o2P6 Ur N/A 120.0 - - - Mena Wee �._ 4-Peat(D) 14'7' N/A 1650 dip Worm Wad VArreimpulosr.Nllliwf Weyerhaeuser warmer that the seem of es products rail be in decadence reds Weyerhaeuser poduct design afterward manned deslpn values.Weyerhaeuser ewes*dederrn any other warranties relabel to me software.We re this software s not Intended to ornament me need for a assign poe8W4a as determined by the eutha ay henna Peaddla.The advent d recad„balder a hewer 6 rtpormde to assure the tins a laAaaon rs comparable oath the overap aro)ee.Atteoonan(Rem Board.Blocdrg Panels and Squash Wdrsl are not ennead by the seaman.Produces r.wrylactued at Wetw.11aasn fannies ee Iled-p8Ry oink*to wearable hares somata.woraae1ser Engineered Lumber praarde have been evateeted by,CC-E5 under e8Ap(ka reports ESR-1153 ale E5R-1387 and/or tweed in acmdanoe waft applicable AS,T6 eareWds.fa anent code ewlua0m reports,Weyerhaeuser protect derma.and artaaaou,dery refer to ww.r.wvyerhw haeate mom/wodpodoer/oocunno-Sbrery. The product applredben,4put deign loadr dominions add support donna/co hare been braided by rorteWE8 Software Operate PareSWBSI8b8ien'Operator lea Note 4/6/2022 3:54:57 PM UTC • Gate Carrgp vau auntrar 6ngereerY,e,TLC(971)233-8180 lilt ForteWEB v3,2,Engine:V8.2.0.17,Data:V8.1.0.16 A R6LeaVatifatnalurtil ern ate.=har,:ca He Name:Mamtainwood Main Office Page 3/21 VISTA STRUCTURAL ENGINEERS MOUNTAINW000 HOMES TI Page 40 '.dFORTE'17,13:11111 MEMBER REPORT PASSED Main Office Area,CB-1 1 plece(s)51/e"l 15"24F-V4 OF Glulam Overall length?9.2.. a 29 '. 4 p All locations are measured from the outside face of left%mood(or left candlerer end).All dmetsions are hdntonal. Dalin Results Amato Walk* Mowed alma LIF tag*Clglaslagaau(PtaNnO) SymemDrop ;Red Member Reaction(Ibs) 9780 2" 11211(3.50") Passed(9%) -- 1.0 D(AM Spans) Member Type' blew; aodde9 Use:[ommarmnacW Shear(Ibs) 949 0 1'6 1/2" 12223 Passed(8%) 0.90 1.0 D(AM Spans) Huang Code sec 7018 Poe Moment(Ft-Ibs) 84910 14'6 1/8" 32775 Passed(26%) 0.90 1.0 D(AN Spans) Design Mededob9Y:ASO Live Load Den.(In) 0.000 0 0 0.961 Passed(211999+) -- 1.0 0(AM Spans) Member vitro:0/12 Total load Den.(in) 0.482 0 14'6 11/16" 1.442 Passed(11717) -- 1-0 0(AN Spans) •Defection adenS.U.(1/360)and IL(1/240). •Aloe Sd moment does not reflect the adjustment for the bean stability factor. •Geeal paabee moment adjusted by a adkene factor d 0,95 that was calculated using tenpn L-29'10'. •The Carets d pone or raga**shear haw rid been accounted for when ceksddng OOkNon. •The specified gedam s assumed ulnae its strong emnnatens at the bottom d the beam.Meta wan props sae up as indicated by the manufacturer. •A'cI n ore ine,tatmrs n.e tasrd on ND5 Dearing Length toad,t Supports (DeI 5appolta fetal Asaaable aagldrad Dead Total MamIM 1-Stud ea-DP 3.SO- 1.50" 1.50' 974 978 Blocking 2-Stud wM-DF 3.50' 3 50" 1.50- 950 950 blocking •plotting Pores are awned to Dark no belt atom d Salt ibosa mum and the(ill bads lapel d to the member bea'g designed. 1atend Wades *sow antalr evaamm ga Tod Edge f Lvl 29'2'sic Bottom Edge fed) Mr 2'sir •Maximum stowable bracing rmervals based on Booked load, Dead Veatleai loads Lemma tads) T5NaYa9 ta1d11 (e10) CDaaalb 0.Sea Warm{Pt) 0to 29'2' NIA 18.7 I-Undone(Kg) j 4'5'to 24'2' T 10.0 Open-Slat Celleg Wiiv rhM4tMP Notes Weyerhaeuser warrants that the rang at es products ma be in accordance wan Weyerhaeuser produx desgn atae and pubned*DV raiuek-Weyerhaeuser sal res51e aasbims any adx wartae*, related to the software.Ufa of this software s not intended to[seamed am need tor a design profernonal as determined by the authority hemp Aesdcti0n.The dearer oe record,budder or framer e 'asporeae to assure that des talUsdon*connate*aeh de overall;reject.Accessories(Rim Iowa,Blocking Panels and Squash Obis)are net designed by this software.Products maftlactwed at NYynb ainee babies es tte:Moro welled to sustareble'treaty sue.Weyerhaeuser Engineered Lumbar Products hoe been meow by lCC-ES under ewalaa00n eppd ESA-11S)yd ESA-1287 andlo testa Me KOadaMe wan 40p1Rebe A51M s ereads Fp current code MlkMeon reports,Weyerhaeuser product eeraage and nlaltlen Maass islet to rarw.neyahane mm/woogaodats/a0Come d•Mbnry. Tie pmao aPdirad0^,mess desgn WM,dnsowam and supeon aMnetso,hoe been ormad d by FaneWEB Software Operator 15SWn seflfaae opaata lob Deed 4/6/2022 3:54:57 PM UTC • Kate Carngp vela shammy Engineered,uc FgteWEB v3.2,Engine:V8.2.0.17,Dom:V8.1.0.16 (971)2336leo Fie Name:Mountainwood Main Office laapvdtA9lreLhMel tYn Wrierhaemo Page 4/21 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 41 a FORTE'• MEMBER REPORT PASSED Main Office Area,R)•1 1 ploce(s)13/4'x 16'2•C4 M9pollarn®LVL Overall Length 28'5" 4 + 0 1 27 6 4. 0 0 Nt locations are measlrad from the outside face of left support(or left cantilever end).Al)dimensions are honiontal. Damian Ramat AIWA,temithsn -[Hoar ___ SAP tads OIIs@MiM(MNtMiwrl system:Roof Member Reaction(Ibs) 937®27'11 1/2" 1969(I 50•) Passed(48%) -- 1.0 0+1-0 S(MISpans) Member Type:Rush Beam Bulging use Conynertial Shear(Its) 926 @ 26'7 1/2" 6118 Passed(15%) 1.15 1.0 0+1.0 S(AllSpans) Bugling rase:IBC 20I818 Moment(Ft-Ibs) 6083 @ 20'6• 17891 Passed(34%) 1.15 1.0 0+1.0 5(M Spans) 0esgn Methodology:asp live Load Deft.(sh) 0.274 ib 15'8 5/8" 0.553 Passed(L/999+) 1.0 0+1.0 S(M Spans) Member Faith:0112 Toro(Load Deft.(In) 0.587 gh 15'5 11/16' 0.921 Passed(1/565) -- 1.0 0+1.0 S(M Spans) •Deflection oaena:U.(1/603)and TL(W360). •Moused moment dots that reflect the adjustment foe die team stability fadoe, «/ilea lam .ter solY/awr(lAe' SUPPOStS TONS 04I01101,4 MapFM Dead. Osrtlw Owes: Taps AMMON • I-Stud wall-DF 5.50" 4.25" 1.50' 236 121 ISO 507 I 1/a`Rem Board 2-Raper o+ 16"6 been 5.5(1' Hangers 1.50' 481 369 455 1305 See rote' •Rim BOMB ado 16 b a rned to coif ldt a%p%d deotfy*OWft.Agave]the member beirq damped.' At hanger supports,the Total Bearing daemon,'a equal to the wean of the material that is reeWtlrg the harper •h See Commix.glut below for additional mammalian and/or requirements LAWN erode. Bolos foams*- che.wwla Top Edge(Lin 9t Mc Bdlmn Edge(LW 27 10"oit •Maclmute abweale tracing intervals based on appaed bad. Cannacten Simpson lrtr arTtO Oaiwon tisW 1104t8niMa' Top9erbnn pswNdres Nsmberfr -"—s Atowsrhe l , i 2-Fare Mount Hanger 11151.81/t1.Ba 2.0TN/A 10.1061.5 2-I061.S •Reefer to manufacturer odes and instructions for Raper rntnlebon and use of M connectors Leads may ryy� MIWO ♦ MIM Om (P Pew Vati&Leads ledlefl(!se) •'oI� lam! (Bets'ei.3 LIM \f•15) iewR-Mts `0 Solt Weg ht(PIF) 1 1 We"to 27 11 1/2' N/A B 2 - -- 1-Pont(b) I 20'6" f NO. 390 390 I 460 tow tomb skyNgM 2-Pore(b) -F 23 6' N/A 100 100 ) I25 the ea ham skylight 1 Weyerhaeuser'weneas that the shag of Its larod,cta will be in attofdv,Ce wah Weyerhaeuser lleodutt*Sir Ober*ad Mantled onion wlpla.edebelbMar eglrw5ly di sda5n any other worlHles related to the softreire.use M this software is net memo to Caumwnt me need fin a design proleleenal an,detMmMd br the Wthmiy lore pdmadlon.The designer of record,balder Or honer a respmaMe to Mere tar to tabaMMen a rm,pebbin with the mend]mojtct.Accessories(Rim Board,Slaking Pant and Squash Socks)are not designed by this Software Products mMFAaclutd at Weymhaene Wises we Ihbpa ty certified to sustainable fereslry daetrda.Weyerhaeuser Engineered Lumber Products have been evaluated or IC•S under erw.atbn reports ESR-I1S3 and ESR-1367 and/or testa on ecmrdaece vets applicable ASTM standards For current lode evaluation repots,Weyerhaeuser predict literature and elddlelen(*WA refer to WWI members-der.cgmlwaodpmdactr/dmumrd-Ilbrery. The product application.recut dmgn bads,damsons and support Wernatien foe been;swede(by FoeteWEB Software Operator PortnenselueertOpeeerr Job Notes 4/6/2022 3:54:57 PM UTC • Kate r vista Structural enpbeeina LLG FOftC1P/E8 v3,2,Engine:Y8.2A.17,Data:V8.1.0.16 talM10viN2lersCtvMamh sherbet>vc Fee e Name:Mountainwood Main Office _ Page 5/21 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI P. qe 42 riii FORTE' WEB • MEMBER REPORT PASSED Main Office Area,M3.1 2 piece(s)2 x 12 DF No.2 016-OC O'•alI Length: 1 f -1 All locations are measured from the ode face of left sup1)311(or left cantilever ref).All dnlerreore are Nonyontal. Design Results eerie Ina lion Moms/ •Midi tad tom*Oq iunos(PIM* System e :Moor NeaterMember Reacher)pea) 1165 e 1 1st" 2813(1.S0•) Passed(41%) 1.0 D+1.0 L(AA Spans) Type ', thabing use.Shear(Ibs) 1015 CO 1'3/4" 4050 Passed(25%) 1.00 1.0 D+1.0 L(AI Spans) • Soiling code:mac IK too tee Moment(ft-Hoer) 3219 0 3'10• 5458 Passed(59%) 1.00 1.0 D+1.0 L(M Spans) Design Meesodowgy:AM) Live Load Deft.(In) 0.022 0 4'1 9/16" 0.160 Passed(L/999+) — 1.0 D+1.0 L(M spans) Total Load Deft.(In) 0.057 ge 4'1 1/8• 0.267 Passed(1,/999+) -- 1.0 D+1.0 L(M Spans) T)-Pao' Rating N/A N/A N/A — N/A •Dehtdon(reed,'LL IU600)and 5.(Law •Mooed modem does not reflect die adfxLned for the beam 5tabdity hew. •A 15%*near'on the moment capacity has been added b ettnunt for redden*member dfagc. •Applrable rala&anan are bused on Ieffi. •No commute aclrom between secs and post was ccnci0e'ed ana'y s-r • Searing Length Lords to Supporb(Aa) Supports Total Available Rewbm+ Owed flow Lies Total !mammon*, 1-Hasher or 11 124•SW ledge0OnMasev5 1.50" Pander' :,SO' 655 550 1185 See sate' 2-/tango on II V4'SPE led9eOrrMaom3 test• Hanger r t.5p• 563 550 1113 See note' •At hanger srppwts,the Total Realm temenaon a easel to the wren to the material that le support**the huger •'See Cemettor gro below for additional i torn tan and/or rc4uee Lateral Nradng bombes Intervals Comments top Edge tut) 8'err eottern Edge(Lu) a'ale •Maarmum a lowable beano.ntervals based on applied bad. Corauctor:Simpson Strong-Tie 'MOM rodh Seen Length site ILadlws Nn Hoteewr Mealber P.Omore Aoeoemariwe 1-Face Mount Hanger 0210-2 2.ur N,-A 14 1181a1.5 610d 2-Face Most Manger W5210-2 200' WA 8-10d+1.5 6-10d •Peter to manufacturer rotes and.nstrucdo•s for doper eestaAdon and ase or as connectors bond Moor Lena.. VerticalLoads lonatba(Sidc) fpetlag (and DON teawrwtb 1-Ways;PSF) , ()toe'3' 20.0 100.0 Lobby ad 2-Point(ID) 3'IV Jto N/A __.. 9rt • Lined host a-). Surma t Weverheeveer Stogie Weyerhaeuser warrants that the song of as products ran be in oscordance wet Weyerhaeuser product deter crea,a and puWlred deeign values.Weyonaener efXenmly yscirns any other vanaAee *bled to ere'ahem Uie of this software a net otmaed b cicunwenl ere need rot a 0ar9n proNassana as determined by lag ea horny hem*Arediuim.The stesipner of remora,Wider or framer a 'moons**to maim Paz this rabid ion e e pa tie with tee Overall proems.Kreesones(Rim board,fe0cing Panels and Squash Socks)an not designed by Eta software.Product rran#ILOped at Weyerhaeuser facades an third-party certikd to.udi,tee faeRry dmderds.**mimeses Erryutred Lumber Produrb Have bra rotenone'by RX-ES under evabetion mows ESR-1153 and(SR-1387 andror taws*in atanbeee wads applicable ASTM starmrds Na onert code cualuabon reports,Weyerhaeuser product MSeradre and no:Macos dims reler to wow weser aeu%r.comlaOddproduchrddeUnerd-libary The product tcWtAwn,trout design bads,Meresons and support mtamabe have been wooded by fomavi9 SORwse Openamr ForteOVER Spetieen OpiiiOor lob Mehl 4/6/2022 3:54:57 PM UTC • Kate Campo (Vista971 Sautes/86*i es r g,LLc A ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 t971)233.61Lo �tru Ale Name:Mountainwood Main Office taMOWanarmshra.com X(1Tdr.Ntan Page 6I21 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOO HOMES TI Pao. .-:•" OFORTE WEB • MEMBER REPORT PASSED Main ORke Area,M81 1 plsce(s)31/2"x 20"2.2E Parsllam®PSI. Overall Length:21'3' ,. .n,a;:°ava51%r„,...;C'; a'"3 to ,,,,,z...„,,§3kRNa „,.er r .h g.: 29'6' J. CI E Al locations are measured from the cut**face of left Support(or left caoVkver end).All drierlsi0ns Ea honzontal. pidgin Raslltb kris I wore A4ana Smelt taf tea t►neibaLa le Patlsatl System:rigor Member Reaction(166) 5647 4,20'9 1/2" 5647(2.58•) Passed(I00%) -- 1.0 D 4 1.0 L(AR Spans) MrVa TY°e:Penh beam eilMng Use'Emmert* Shear(IM) 4586 0)19 1 112• 13533 Passed(34%) 1.00 1.0 D r LO I.(Al Spans) aliang cam:MC 7018 Moment(Ft-Ibs) 25035 to 11'11 I/O" 53281 Passed(47%) 1.00 1.0 D' 1.0 L(Act Spans) Oecign Methodology:Aso Live Load De 1.(In) 0.303®II' 0.410 Pawed(L/813) — 1.0 D+1.0 L(AA Spain) Total Load Deft.(en) 0.400®11• 0.683 Passed(1./616) -- 1.0 D•1.01(Al Spans) •Deheclon aneda:U.(L/600)and T1(L7360). •Mowed rtnmeM doe not reflect the aooMmet fo ter Is.nm 1Laday Tartu. Searleg Length lager to Support.(lbe) I Total Avallable Maguire} Dead Poor Live Total acceerrNa • i•hanger on20"OF bean �.W' Kamer, LBW 3167 ng4t74 Sloe rcte' 2 Hanger m 20"OF lean 5.10' Hanger' 2.5e' 1472 4457 5929 See note' •Al hanger supports,to Total Samna s7rneeditsth sion'n equal to the edits re e material Iha h seppornfq the nael •'See Connector 9rel below for addeonel etamatm andra requirement. Lateral Sredng gracing lra'o1eas cemneaeu Top Edge(La) 20'6'ws (totem Edge(le) 2P6'do ensure0dh allowat'e fein9'.uren.ah need on apobad bad. Cannsctor:Simpson Strong-T1S Support Medal gar tarp* Tap bigionees fare Fre am, Metros ragmen AmeeurW 1-F-er Mows-Linen siGUS414 4.00' N/A 6647d 22-104 7 race Nw:nl Hanger (4GU5414 4.00' N/A lot,-t d 22-161 •Ref e•I:)resil.e nun--1%rr.nrvi,'Wu,limy fir Irinee rftaamion and,ar M o urn.vrnry I I I dead i Floor Lire Ysrt)wl Leeds ( lecatIon(SOW I Triloublinr Width (0.50) (1.00) 1 Comments 0-See Weight(Pin 3177"to2091f7" NrA 219 1-Uniform(PS) I 0 t0 21'3' 7 6' 70.0 ma CORRIDOR LOAD ASSUI4ED HERE OfFLCE FLOOR 2-Uniform(PeF) Il't021'r l 4'6' M.0 50.0 4M0 Weyerhaeuser Notes WeyerhawW+W WrSes trel the Wr9 a as PVCCUC s will ee in aCEOrdNKe oath Weyef reuse geode!clear orbs la and putARld rang.values Wtyerhetvcd nlxrtsey Z SC alrr an,d le,w yr after related to the software.Use d the software a nos'mended t evcmvae ble need foe a design pa®ad as*trammed by the authority hamq tunsdrchon.The designer of record,buider a framer a respmstla to scare del Met salpaWon a carpaehN bah ere owed'abort,MttNorlef(Rlre pde,d,aottrn9 Pants air$Wash aorys)are rot deptnad by Ills satware Pndottt marufactaed et Weyerhaeuser fa[Mses are tad-party®tried to sustainable ferment garden:la Wgnha9aat 8090.eed Lumber Products have been eoluated by 1CC-SS under e+Yuatlm+reports ESR-1153 and ESIO-1387 and/or tepee at ewr'dahce,Ah**cads ASTM standards For current rode ewtaO0 taxes,Weyerhaeuser product literature and ialleattlm details refer to lswvwEyerhaeusa.mmAvoodpoducest eoaam!-Ilbray. The Dolan at lleapm,spa design beds,*ne.8ens and support reormat n have teen pirated by FrfeSSEU Software Operator Poepwp Saone Operator yob Mahe 4/6/2022 3:54:57 PM UTC • Abse Comb vista Structural Enpvrearq,LLc (071)233-6180 it ForteWEB v3.2,Engine:V8.2.0.17,Data:VB.1.0.16 33618 A Fie Name:Maextttatlnvoad Main Office aMeavalaxn+clheN men ayyTrt,anasR -- — Page 7/21 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOO HOMES TI Page 44 % �IFORTE• MEMBER REPORT PASSED Mam Office Area,MB2A 1 piece(s)5 1/4"x 22"2.2E Patallam®PSL Overall Length:27'9 12' I 0 a c o AP locations are measured from the outside lace of left support(a left cantilever end).Alf d.menslons are huxtrprdal. Design lanai dli"epNed YMtwll aerw LOP 4001002011000708049 system:Roof Member fern Mn niter Reaction(Ins) 11918 itb IC9 1/4' 18097(5.501 Passer](66%) -• 1.0 0+1.0 L(Al Spats) Tom'Rush al Shear(Its) 2999 O 16'10- 22330 Passes(13%) 1.00 1.0 0+1.0 L(AV Spans) mama use :IOC 2018 n dtl19 Cede:IBC ZOIB Moment(Ft-Ds) -8517 O 14'9 IN' 95686 Pease (9%) 1.00 1.00+1.0 L(Al Spans) Design netliodobgy:AID Use Load Del.(In) 0.017 O 19 10" 0.251 Paned 0/999+) -- 1.0 D+1.0 L(AA Spans) member Pitch:of12 Total Load daft.(as) 0.021 O 19'10" 0.419 Passed(1/999+) -- 1.0 D•1.0 L(Al Spans) •Deflection male:U.(17600)and TL(U360). •Ahmed moment does not,efled the adjustment for Bra beern stabile gUor. Bearing Length Leeds to Suppora(b) 1 Supports Tau I Avneble Mpaed Deed Floor lave TOW eta • I•tNrger on 23"Or t1eYt1 550' 92U- NenQr+ 1.59 359 566d-202 �1 Soo rcec 2-Cakanrt•OF S.SO` S.Sr SS7 3232 P66 1191E None 3•Hanger on 23"OF bean 550' tam , 1.50' 305 770%191 i1• tamer, note s •At Wooer seocao.es Tote Deanne donation is edad to the wddr the material that is atepmtlnp the Lager •r Ste rnnra•+nr ore Mow fir addnbnal information an duos rerluirmn*s Lateral Bracing Wong InOemm Commies Tap Edge pp) 26 IL'pyc Oaten lope 001 26 IL'do Manmum Afaauda bode/Intervals based on appeed bad. Connor Simpson Stro11gTla Soaped r NEW raalergtlr Top PeWnae Fete Fastenersafetrma haaalrera AopewNNe 1•Pae Mount MangerIaM16 LSO' N/A _'rt.anr Pled 3-Fare etoure Nadler 141616 2.5r N,0A .........,.,,_I_._„e`.— 8-IOd •Rehr to manufacturer noon and iNnXdore for prom eoa9 Don and use dad cow . Ono FISM 1M Wrt10 a 11Aads 'aNp(mtM); violin WWII tan) (lay C•maua 0•See Weight Ole) S 1/2`m 0 4" N/A 36.1 — 1-Uniform(PSF) 0to27911T r 20.0 50.0 Moe Row Load Star toad(rod 2-Unrwm(PS) IS rto 1910' 0 24.0 100.0 pope used for slur Pope) 3-Undarm(PS) 0to14' r 20.0 5a0 Office Roes told 4-Pot(a) I4' TVA 1472 4457 United tram:1481, Support 2 • PwtoWra S,melte OpaNer _.. Job metes 4/6/2022 3:54:57 PM UTC Kate Orme • Aye StrUCtural trepreerro I1c ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (971)233-6180 AS uro'rdresn<wa-cam Utethrense File Name:Mounmirwood Main Office Page 8/21 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 45 Weyerhaeuser Nam • Watt-demr.r•tea-,••.I'ud 1'.r w,.11e i•,p.ar wty bib be a...mada e.Mill 4*vehatarr.-.meet Aw'w^n*La 4.4 P4.:hnl den v4§.r:v:ry r u r .;..r-.dy r•r.t6n.rt-i Hw'n.i "y. 'oaf ID tole SDn yd.e 1Xe at bus sottrwe c[.at i.ter3w ro_,w—went re we/to,a[map Gltelto[W as date:nowt by:re 2UdWtV bay,...Ia.detbot .Il(dei,.ler:P Ieccrd,U.da rrarw 6 %,oast t-,awec r d[,.,awn•:conpt'`.Ie oath 4x overall a-oo['.At[MOWS;Rwn Poo*:.Potelow>a,r.rx Se-ash bwosl J.re,bet..p.tt by 11uy wiroom Pitcuct,1e Lf 1t ed r v.eta.twuser wskties are tbrbpary cartded Iv sesta-.ab'd I'ortette starselds.'lieib"ae,se.` Engdw red llr to a cducts haie Won tvt:uMEd b:tC.t W%ki eva..Mw^ICpO:c[.71.1I5:arc tStt-titli ember lcsce-.=d re:.Nt*ctdlKds<4S1V wow:albs'O'cjrrcrw:we owluoton terms,We erhaetntr lwoC:+e'.Meemre and mallow.,del..;mkt to awe,*erelhaabsolsoebee ndluaramittxCMeMabbary. The I•roo r..^awattr.-vet Avon Fars,I ete:Kem and wt:ps t^rotndt:•r how bccn+n,.i,i.J r. rort0..E3 SWcwac tb-ator • Partewes Sa1Men Opereta lab Hate` 4/6/2022 3:54:57 PM UTC velay.el cg-etaq,1tc ForteWES v3.2.Engine'VR.2.0.17,Data:VR,1.0.16 ii lJa-etw tttiii... Fie Nate:Moun:airnvocd Main Office Page 9/21 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 46 aFORTE` WEB • MEMBER REPORT PASSED Main Office Area,MB2A POST 1 pfeca(s)6 x 6 DF No.1 Post Height: 11' 4 Dolga tiMWls kiwi Memel Mae IaF LIS*17diYiaoYr I Slenderness 24 50 Passed(48%) .. .. Compression(fps) 11918 1l1B•29 Passed(63%) L00 1.0 D+ 1.01 Base Bearing 06s) 11918 898425 Passed(1%) -- 1.0 D+1.0 l Bending/CampresS.On 0.82 1 Passed(82%) 1.00 1.0 D+1.01. •Irwd 34, aeo ecanmdty I nia dr9n s 10%of apdrabt wen. ode a nasson. •Apobmbl mkostsm are based a+NDS. Igo Holm mono Trion:Free Standing VON Base Plate Steel BrAMl4 Code:IBC 201R Dea9n MNI od0Ogy'ASD 1 t —a6 Full Member length No bracing assumed. ()orator(it Damson* east Maas Om Vertical Load OM) WI * Commontlit I-Poet(Ib) i 3212 8686 Linked mare'.Melt.5,pgrt 2 VIIMNAIRIaler Nabs . Weswheauan wln.*s eat de seas a es paaW3 win be in wordiest!with weus ando-orod21 ds5D'trams text Nettled aeeipn veluei.We lee ee ev0eeaey Iodate.soy ether wara'tes Mated to the software.Use of this solhvae is not Intended to drummer*the need for a amen Proferaiorral as determined by the minority hawq jurisdiction.The dmgnr of record,andr m framer et rrporsiple to siege RN den talc anon a tonpalible with are oeran PPket-Acrersones(Rir Board,Blocking vanes and Squash Sods)are not deaggnad by db frtwerl.ProdtCts aan,hduld et WeyrhaeLar halms we Ihyawty tanned to sod:K ane forestry standards.Weyrtaaeer a premed Lambe Products have beat maimed by ICC-ES under erabanan report LSR-I I53 and E6R-1387 adlr tested n aCWrdaree wen abolicable AST$Narderda.For unmet Lode er5Woaun rsaoes.WCYer tOSO modal literature end aRbleePn deals rear to vnrw weyehaewe.toelwoOdprodrtM/amrtrers awry. The remind aylP alon,apA design beds.arnenmons old support elo ratim tare Dean Peo0dtd or FOneWEB SaAwre OPratr oortasera rabbles dowser 318 Nebel 4/6/2022 3:54:57 PM UTC • wee r Asti Structured Enomming,u.c FdrtewEB v3.2,Engine:V8.2.0.17,Oats:V8.1.0.16 se I II 23}4180 File Name:MDuntainwood Main Office MSvrdaNrrcMrtan tFyerlaanma. Page 10/21 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 47 aFORTE'• � MEMBER REPORT PASSED Main Office Area,MB28 1 place(s)31/2"x 22"1.2E Paralleled)PSI. Overall length 19'S` 18 8' 0 0 All locations are measured horn the outIMe face of left support(or left cantilever end).A6 demensons are horizontal. IMAM PAWNS Admit*Laudon MwM Moir We NortCo IYN iouPP011ira) SYstern'Roof Member Reaction(Ibs) 3843 O 3 1/2` 3843(1.76") Passed(100%) -- 1.0 D+1.01(A1 Spans) Member type:Flush maven Bang use:fmmerclal Shear(Ito) 3627 O 2'1 1/2" 14887 Passed(24%) 1.00 1.0 D+1.0 L(Al Spans) euadrlg Cade:111C 2018 Moment(Ft-ibs) 18421 O S'6" 63791 Passed(29%) 1.00 I,0 0+1.0 L(48 Spans) oesgn Memmragy:ASU the Load Deft.(in) 0.113 O 8'9- 0.373 Passed(L/999+) -- 1.0 0+1.0 L(Al Spans.) Member Nmr:0/12 Total Load Deft.(n) 0.159 O 8 9 3/4• 0.622 Passed(1/999+) -- 1.0 D+1.0 L(A8 Spans) •OCReoton creme'U.IU600)and IL(1l360). •mooed naniere foes nal renal the adjustment tor the Derr stability haw. rearing Length Loads to SO7ofrts@r) Supporta Total Ava8able Reprwd Deed Roar tree Total 'A®amme • l-Merger on 22"OF mesnh 3.501 Manger' :.76' 1110 2)6[t 3670 Sae note 2-Manger m T1"OF beam r 5.50' Margot' t.Sd' 633 1233 1866 See now' •At longer supports,lye Total Beag dnt6Mlm esd ma alda to the mall the nur tilt IS IS supporting the woe •r See Connector ono below for additional Mamation arcYr re0ulrtwenl Lateral Bracing Motored Intervale CeaMrhaats Try Edge Dun :8'8'We Ittdmm Edge(Luc) 18 8'o/c •bernamr ntr-N,.yie bnrirg nre•twls msnl o-ara4n1 kaa_ -_-_— Connector Simpson Strong-TN Support Model Sall Laeg1Y Top Nsaenors Pat!Feetenrs Member Fastens Ap[tlareee 1-Fore Mount Manger 1•112416 2.S0' NIA 26-16d 12-:0d 2-Face Sawa Srhper 111A413 1.75" N/A 14-10d 4.10d •Refer Io mM010301!note'and;MtNttlyd for proper 8M1AIdUUr1 and ewe 01 M connectors. Dodd ..plea illu Voided Wade women We "1"01,14106 MO< OM) Clerl Me 0-See Weiphl(ME) 3 1/2'to la I11J2 NIA 24.1 I'Unerrn(IMF) 0 to 19 5' 8' 20.0 50A Office Floor Load 7-I/Mom(MP) 0 o 55 6' 8" 70.0 540 Office Moor load 3-Pose(b) 5'6' N/A 962 1162 Imbed ban'Mal' AtpPon 1 Wereeehnewier HORN weyertaeole warrants that the slang r a products will bin accordance with WeyerfaNne pseud design abeie*Id PUDadhed onion Yates.WeyrnaRMr erpressy*reams atn omr wanamks refaced to Me sot Mere.Use ot the sgheere is not mended to cvcunnenl the Mead for a design professional as detennted by the authority harew jurisdiction.The deeper el recast budder or frame Is ressonable to moon mat the a11cute6on is comparable with to omerel motor Arrow:sles(lam cord,era ine Pane and Sower laced)are rota designed be Mee sonware.Predurts mrWamred al Weyerhaeuser Mollies are IMd-pa ty cended to wselaplre(cream stadia*Wayrameeer Engineered looter Products have been ee8N,ted by 1CC•ES under waiston repel ESR-I153 end ESP-1307 aldior lered in r0rdlnce wen 2p01cable ASTM standards.For current code eme8retorh opens,Wew0Mear product Ideraore and ort.l8ien ddab refer to www..neyrihaewey.mmlwopdprod ctM6 urnentebrary. The prod+d appuwlwn.input amp toads,onlrlions and syprt 6ormalren have been provided Oy Fertenke Software 0pralr fartawu Whom Operaeer lob Motet 4/6/2022 3:54:57 PM I3TC • Rate Cart4 9Ista 5huttwar ErApprarg,uc(9n)2336180 �1� FoReWEB v3.2,Engine:V6.2.0.17,Data:VB.1.0.16 Fie Name:Mountainwood Main Office taaeeriltlelrbeNNsomh sltwrhatAn Page 11/21 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES Ti Page 48 FORTE' WEB . MEMBER REPORT PASSED Main Office Area,MH-1 1 piace(s)4 x 10 DF No.2 Overall Length:3 Si' 0 ' 0 X i 0 0 All locations are measured from the outside face of left support(on left cantite er end).As dimensions are hontontal. DeslanRYAS rt4EdeNaww Yarn Monte ter Wok OxablOtlem040010 systan:war Member Reaction(Ibs) 3702 0 3'4 1/2" 6563(3.00') Passed(56%) 1.0 D+1.0 L(AR Spam) �`ret Type Header Baldineroal Shear los 2627 0 2'S 3/4• 3885 Passed(68%) 1.00 1.0 D+1.0 L(AI &Aug Its .IOC 018 ( ) �n%) ft�atgcnae:tees sole Moment(Ft-Ibs) 2619 0 2'8" 4492 Passed(58%) 1.00 1.0 D+1.0 L(AI Spans) Design Medadandy:Ian Live Load Deft.(In) 0.009 0 1'9 7/8' 0.065 Passed(L1999+) — 1.0 D+1.0 L(AI Spans) Total Lnad DeM1(n) 0.012 0 1.9 7/8• 0.108 Passed(11999+) -• 1.0 D+1.0 L(Al Spans) •Defectan atom.tl((1600)and TL(1.2360).. •"Sowed moment does nal reflect the adjustment tar the beam%lenity btla. •Aolicabie cal urabata are cased an W6. • Supports taw Arslaele if_ua Ds Nor Uwe Taut w 1-Trvnmer-bE 300' 3 nd" LSO' 574 1396 1970 pore 2-tnimria-OF 3.00' 3-ar' t.69' 1071 3031 3702 Payne roe EApe(1.4+1 3'6'o/c _ Bottom Opt(w) 3'6'We •Manmum abowble bracing intervals based an apt ed bed. Dale tear Use V.'U Loads teaoan Trealary Wald* (o•s01 DAM Cssaue[ab 0-Set*NM MY) i O[01'6' r P12A 8.2 . t-iauam(PS) 0to7S l 96' 20.0 50.0 Poor Load lashed foam . i want poi 78' I Nfe tilt 2760 ' Support I werertae,se amass out the 1•0719 of at proaras rap bin In wart/Once with Weyerhaeuser prmat design crews we painted demcin wlues we whanss[netesaly dwrtaims any arcs rear ages related to the software.Use of the software a nit intended es eecanse s de need fa a design prdeedand as dMreleed ITV die arrdlaay havoc 101,60i0n.The detprier W rece d.Tuba or franca n reepawpie to wawa era bias rabrnHnn n mmpaltle wen the Patten project.Acnsr4a(Rim board.tuatara Pawn etc Squash own)are not designed by tens software.amebas nandactrel at Weyerhaeuser tabbies are tted-Iarty certified to untenable family Standards.Weyerhaeuser Engineered Willa Products have been valuated by 1CC-ES under eral abon repels ESR-1153 and ESR-1387 end/or tested in accordance wllr a00Made OSTel staMads Fa anent code evalutison tweets.WeyahruW product Warden.*and aisnaladon details teas to wwee-wpahaeuseecomtwat¢mductsedoormanddrare The pmmo seelcaaun,*cut design beds,amererom arc limpet udametion have been molded 0y FotteWEe Sltwae Operate aortae/es ficatlarale OPrater lab Notes 4/6/2022 3:54:57 PM LTC • Kate Caron - vale Car Enptieerbsq,uc FOrteN1EB v3.2,Engine:V8.2.0.17,Data:V8.1.0.1 6 (971)7336180 Fie Wattle:MOw tainwood Main Office We$dYaariitrl[an ylyytAryusev Page 12/21 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOO HOMES TI Page 49 aFORTE'CiED • MEMBER REPORT PASSED Main Office Area,MH-1 JAMB 3pfaw(s)2x4DPNo.2 Wall Height: 11'6' Member Height:11'1 1/2" Tributary Width:0 __ NAP Ftellilits ROW Yoram/ Owe- LW- tams tarabladdea -"^-.:, SlaAaneaa 38 50 Passed(76%) .. -- 1 Coinpressen(Ibs) 3702 4914 Passed(75%) 1.00 1.0 0+1.0 L 1 Plate Bearng(ibs) 3702 9844 Passed(38%) -- 1.0 Cr+1.0 L Lateral Reaction(AA) 0N/A Lateral Shear(Ibs) 0 N/A Passed(N/A) -. N/A Lateral Moment(ft-lbs) 0 0 nYd-sport N/A Passed(N/A) N/A Tool Deflection(In) 0.06 9id mid-span 131 Passed(V2318) 1.0 D+1.0 L Bending/Compression 1.00 1 Passed(100%) 1.00 1.0 D+1.0 L •Lateral defler:bon aura:Wee(t/120) •pod saw load eccentodty for Otis deign O 10%at amicable member side cemensloe •AFOcable ok�aalwrs are oared on NOS. � •The cyWrm eerily/actor(I0•0 0)waged to an design asawrss ruled bwt'W coheirs per NOS xdion 15.3.3.For Wefarhaaser EL➢products weber to die u5.Was Guide to m etwe-s earl mnean rapuarMeiMs. if)* 61111111110 Symm:Wall ,,,.-- Top Del 2X Dough Rr-Larch Member Type:Cdperm Base 2X Douglas Ar-Larch Dew : l mte ,. ca9n rlekttide oanbgr"ASD Ormmg 4 OPnorPaal Sox Wowed L duo 6'T Dead PLOT Leda Vortical Load Trbulary1latlla (>t.M) (640) 4aheaeaa I-Pant(a,) N/A 1071 2631 W 1M from;(El ae1-1.Support 2 • tlfromph000Por Motu Ykyerhaeuse,vovants VW the sump of es products yell be in accordance with WPsesaeusr ooduct dePan aawu ors bathed deer values We're/Omuta,egress's dsaene OW Pair oe ranties grid to the Software.Use of this Software re not intended t0 circumvent ear nerd to a design Foregone'as deterring by the authority hawe)Medals.The deapel et wooed,wader or hams s resnsons ter to aloe that btu aaoiai0n s ood9aable with the 041F1111 pelt%,Acceaote9(Rim Board.addend Pevels and Squash Elo o)es not ragging by gas software.Products nuNatred at Wererhaea r facilities sae Mg-party certaMd to sudinahie forestry aardardr.Wtryhaaaet Engineered Lumber Products have been evduaewt by IafS under ewrh5lon repeats ESR-t 153 am E5R-1367 anWor teazel es sccaedence wet applicable ASTM standards.For arms a rrt raluaoor repots.WeyrNrse product Iaarmlm and mbMann deters refer to werweererheelsd.cornAg apOdutta/dec nary-allay. The product application.esut dalgn rods.seenson9 and agpet waornebm have been provided by Forte.®Software Operator Parotaea Soetwere OawMor lea sous 4/6/2022 3:54:57 PM UTC • WM Structural Tiff ian Ertpteta+g,uc ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (971)2336ta0 Hie Name:Mountainwood Main Office WapdsaasaruclvM.epm O.Fyaviuetnn Page 13/21 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 50 • -FORTE WEB MEMBER REPORT PASSED Marti Office Area,MH-2 1 Mace(s)13/4'It 71/4"1.53E TlmbetStrantl®LSL Overall Length:3'9" � r,�.-<;4. e'3,�+3.-,..•1-�t ,r,, r,�. _.. a..xw^z.,t?. .. 0 33 d ❑) All locations are measured from the ougWe face of left support(or left cantilever end).Ail dimensions are honlWal. Design Results Amain LetatLcn Allow/ awn Lot tome tion6hiatlw(Psnent) Syaan:Waa Monte,P.eadIn(Its) 2370 0 1 1/2' 4069(3.0ef) Passed(58%) 1.0 0+1.0 L(kcal Spans) Member Type:Meader raat Shear(Ibs) 1290 010 114" 2622 Passed(49%) 1.00 1.0 0+1.0 L(PA Spans) Wend use.Conan erran9 Car IBC 1018018 Moment(Ft-lbs) 193S @ 1'10 1/2" 3111 Passed(62%) 1.00 1.0 0+1.0 L(AB Spans) Design M e odoegy:ISO Live Load Den.(ln) 0.060 @ l'10 1/2" 0.070 Passed(L/700) -- 1.0 0+1.0 L(AB Spans) Total Load Dell.(in) 0.072 0 1'10 1/2" 0-117 Passed(1/582) — 1.0 0+1.0 L(AB Spans) •Ocikcuon veer.u(1/600)and n(11360). •Moved moment dons not reelect the ad)usbnPe for the bean 4afYty f. . Beerlrva Length toads to Supports(l w) Supports Tow I Avaaable Required Dead Floor Live Total AWwearlr • 1-Trend."-OF 3.00' 3.00' in' 901 1969 2370 (lane 2-Tmrena•OF 3.00' 3.00" 1.75' 401 1969 2370 Bare Lateral Nbdsty -atBy LeaavW Comemw Toe cel9eDa) 3'9'Nc Bottom Edge(lid 79'ofc •Flirlm.ln aaowable braln9 intervals based an weed bad. Mod Flow Liao Vertkal Loads tamlen TIME",WWI (B.es) Gaol carom- 0•Self Wait(PLF) 0 to 7 9' M/A 4.0 — 1-Uniarm(PSF) 0 to 79' 10'6" mD 100.0 Lobby bad Warerhaemser Notes Weyerhaeuser warrants Oat the skew of as products tall be In accordance with WeyerhaeuW product design tritons ad publabed design values.Weyerhaeuser owes*declaims ag ether earantlo related to the software.Use tt this software's net udeeded to cenmvent the reed to,a design profemonil as determined by tee authority bawd haadtelon.The deeper of mooed,ladder ce urn a response*to away that the calculation s earrys6tle weh are overall project.Anemones(Rot Bead,Blocking Panels and Sweatt Soda)are not deigned by the software.Products danufackeed at We eshaeuser faatles are thed-panty certlfed to sustainable forestry starelaids.Weyerhaeuser Engineered cumber Products have been evaluated by I f5 under ew4nbn reprn 650-1153 and ISK-1387 andfor l sited 0 accordance mei a0dlrebie ASTM standards.Foe current ate eMusbon retorts,WeyenhanWer product literature and algaasbun dews refer to vmw.neyenueuW.osenvoo0yodvCWdOcumMFl6pani. The product application,trout design feeds,dinensions and appal informabon have been oromied by FonteWEB Software Operator aanaawn$e1b1e1e O enby 7eO aa-e 4/6/2022 3:54:57 PM UTC • KatCaron (971 Vista snout*endneeraq,uc frortelNEB v3.2,Engine:VB,2.0.17,Oats:V8.1.0.16 (gn)233b1B0 Fle Name:MounlmnWood Main Office «aeOtiYaanvanNmn etytthaamsy Page 14/21 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 51 • a FORTE' WEB MEMBER REPORT PASSED Main Office Area,MH-2 LAMB 2piece(s)2x4DPNo.2 Wail Height: 11'6" Member Height: 11'1 1/2" Tributary Wdth:0 Nagle aloft — mamas lire Lef heeise siei+.Y.. Slenderness 38 50 Passed(76%) - - Compresslm(IDs) 2370 3276 Passed(72%) 1.00 1.0 D+1.0 L Plate Beam Olds) 2370 6563 Passed(36%) - 1.0 D+1.0 L lateral Reaction(bs) 0 - - -- R/A Lateral Shear(las) 0 N/A Passed(N/A) -- NIA Lateral Moment(ft-lbs) 0 0 mid-span N/A Passed(N/A) •' N/A Total Defiecbon(in) 0.06 0)mid-Van 1.11 Passed(1/2414) -- 1.0 D+1.0 eending/Campressian 0.90 1 Passed(90%) 1.00 1.0 D+1.01 •tateea deflection enter!.Wald(4120) •Input niat toed eamaksy far tie design a 10%or amicable'ember dde aerrrryon. •Apprreble cakrnabom are bated on 5105 •The co6nm sursoy fact(Kf•0 6)appfed to this design assume nailed PURvp warren Per Iq5 section 15.33.Fa Weyeheeua t9P products rem to the DS.WA Guide to re llpMmnroer r swum reparM4M. SUPPOrtil TTIM IIadY. System:Wall S _ - Top Ohl 2% Douglas Fir-Larch Member Type"COMM Cade: a ..`.'"'+ - B W Deter asee Warmed 2% Douglas Fr-LarchMethodology:Aso Laa empm Nel Nes armed . 6'7" Doe MORON vestal Laid Trimble*mal WPM 04S ammo. I-Poet(lb) N/A 401 1969 linked from:MH-A 5opput I Weierhoeurer tes Weyerhaeuser Me sung of i6 products MI be in accordance oath WM+..wince product deem treats and Pt59nd demo values.WMnwsee ewes**alarm any other waneeks related to the aanwae.Used the solheare as me'Mended to comment bar need to a desgn teetoMonat as detmne ed by the awmray hth n9 kand0.an.The*sorer of recorq.Made or framer s raporetk to agure that Pm cakWlbon s melpsede with da Waall Project.Aceeron6(Rae Bead,&awing Ponds and stash 90do)are Mt designed by do Software.Woduds rnMw/ed w.d are WeyeduesHn fadimes Me herd-pasty reamed to untenable forestry eta deeds.Weyetaaee Argraeed lumber Products twe been cuamtea M IQ-ES at evaralbn reports ESR-I I53 and FIR-1387 "'di"-"Red a acmdance atn apd[a ie ASTM smMxds.For natant code evaluaedl Wo tar.WNahaeuser product Name end aee.tilon Masts refer to wwro wetsrhaeeaa.OplIA•oOgaVduCaNPpamadi6raty. The Product andicePar.nest desgn bolts.Mneeons and supped Mamma hare been Wooded by Porten%9 Software Operator roreewes.eeteeeeOperator Sob Meer 4/6/2022 3:54:57 PM UTC • Campo Testa 5 d Ems, ForteWEB v3.2,Engine:V8.2.0.17,Data:V6.1.0.16 kMeale 23}bi&I al�®yMa.tn+cerd oom y1Es<rhxnsn File Name:Mountainwood Main Office Page 15/21 VISTA STRUCTURAL ENGINEERS MOUNTAIN WOOD HOMES TI Page 52 gFORTE'Clit3 • MEMBER REPORT PASSED Main Office Area,MB.4 4 plece(s)1 3/4"x 11 1/4*2.0E Microllam®LVL Ose20 Length 9'10" 0 1 0 for _ -.. 7 b„4 a 1 9'6' y All locations are measured from the outside face of left support(or left emblems end).AS dimensions are honzondal. Wadi RrEiRi Merit II AasMY !Welt EDP Lee*0.0 0elAlMpItlM1 A4tem:floor Drop Member Reaction(lbs) 6635 0 1/2" 8750(2.00•) Passed 176%) - 1.00.0.75 L+0.75 S(A(l Spans) Member Tom' Stash Berg use Shear(Ibs) 6610 0 1'1 1/4" 17207 Passed(38%) 1.15 1.0 D+0.75 L+0.75 S(Pa Spans) a 19C 70aat taada9 Lade:18C 018 Moment(Ft-Ibs) 22806 0 3'6' 37115 Passed(61%) 1.15 1.0 0+0.75 L+0.75 S(NI Spans) Design Mtlbdology:ASD Live load Den.(in) 0.066 01 4'6 15/16" 0.195 Passed(U999() - 1.0 D+0.7S L+0.75 S(All Spans) Total Load Den.(in) 0.212 0 4'7" 0.488 Passed(1./SS3) -- 1.0 D+0.75 L•0.75 5(Ali Spars) •Dchee ton aden&t1(Ll600)and TL(U240). •Allowed moment does rol reflect the adjustment fat the°earn stability factor. •Memos snout/be side loaded hen bath saes of the member or braced to prewar rotation Dearing Unger toads to Supporta(lba) • 544,pDgb Taal I AedsWe Regdrd Dead floor lire Roof Use Sew Teti AmaweAea 1 Stud wag-OF r'DJ' 'VS ..>, +Sob Si. ]<2S 10) 87e4 ilbcorg 7-Shad wan-OF T.00' T.W' 3.50- 2572 522 Igo 979 4857 Bloat g •Boceng Danis are assumed to Orry no bads weed&rectty above them art/the full bad a arose to tee m¢mber beag deogned Lateral Bracing Bracing 1n barrala cuerawnots ToS Edge(Mu 9'10"Ws Bottom Edge(Lid 9'id'Wc _--____.—__-__._ 4larim.r.'drawable bracing enmesh bawl ion arenas bad f I 1 I dead I Floor Late I Rod Late I Snow I Vertical Loads I tonnoa(5ide) I,Traunn Width (0.90) (1.00) (non-,row:1.25) (1.13) Iryowarre 0-Sea Weight(147) 0 to 9'10' MA 21 n .- .. .- Linked from:RE-I 1•Pore(bl Y 6' NIA 6937 1473 2209 2761 NOT USED,SuWart 2 WININIMedillt NOW Weyerhaeuser wanarcs that the sag of its products wet be in accordance with Weyafweuser product design nderE and published design*slues.Weyerhaeuser expressly Swallow any Oder warraoes misted to It,.software..Vol d this sensate is not intoned to moment ent the need for a design prams-wad as determined by tat authority twang Aaladintlon.The delver el rebel,budder o Panay 8 •es0osele to assure that Co dMabon is r npabble with Me overall project.acreasortes(gins Sawn Bodied Mtn ad Sgodn®odes)are rot Weal/MAIN Co WNW..P.M‘11,03 marteamrd at Weyerhwuser recaities we ttid-poty teemed to seta Rabe orcstiv stadards.Werernecaeer Engineered Lumber Roches here been evaMod Or ICC-ES under eraba on reports E5R•1153 and 65R-1387 endear tested el AtCoIdIKe wen apeltma A51M slan0Nm.Ice anent code evaluation worts,Weyerhaeuser model literature and eatEInon d0ab refer to wsrw weve0veuser..WmA'alodt'ModuRSrsocumentebron. the product apoloson,into deign bath.deneenens and support semantic.,tow been remolded by Ie1VVRR Software Operator Felted=Bdbeeteoperater lob MOW `^ F9rteYYEB v3.2,Engine: 4/6/2022 3:54:57 PM UTC . Sate trter /� Vistaas as En9eesraq LLC V6.2.0.17,Data:V8.1.0.16 (971)2334180 File Name:Mountainwood Main Office haeas»tratrudVM.corn ei r..l.vtsn Page 16/21 VISTA STRUCTURAL ENGINEERS MOUNTAINW000 HOMES TI Page 56 • aFORTE MEMBER REPORT PASSED Original House,Header at OHD-9FT 2 pleae(s)13/4"x 91/2"2.0E Minollam®3 LVL Overall Length 9'6" ......, ')$4. .,} ifC M rJ e iL 1 9 7 a a All locations are measured from the outside face of left Support(or left cantilever and).AN dimmisious are horizontal. Design Results acturotoutlaa Allowed Moult SDP .Loath Oamttnannn(►amws) ASeBa:Wait Member Reaction(tbs) 2920 0 1 1/2' 7875(3.001 Passed(37%) •• 1.013+10 5(AS Spans) Member Type:header aurae Use:Carrenwc41 Shear(Its) 2280 0 1'1/2' 7265 Passed(31%) 1.15 1.0 D+1.0 5(AD Spans) WOK Cade:IBC 2018 Moment(ft-Ibs) 6574 0 4'9" 13541 Passed(49%) 1.15 1.0 D+1.0 S(AN Spans) Design nreiodmgy:/MD Live Load DM.(In) 0.101 0 4'9- 0.195 Passed(L/999+) -- 1.0 0+1.0 5(Ale Spans) Total Load Dell.(in) 0.225 0 4'9' 0.308 Passed(U493) -- 1.0 D+1.0 5(M Spans) •Ocilecbon enteric LL(Lf600)anal TL(1/360). •Allowed moment does not reflect the adjustment for the teen stability fadon. Bearing Length loads to Supped"(are) Supports Total Available Reardred Deed Roof Lire Snow Total Aot nnarb • 1-Tana -OF 3.00' 100" 1.50" 1614 1045 1306 3965 Rene2-Trimmer-OF3.00' 3.03" 1.50• 1614 1045 1306 3%5 Rant Liken!l adlgIlildealialimilb : Ga"ogate Top Edge(ne) 7 6'dye Bottom Edge(LW 9 6'do •Pia Inns.,eUvMble 6radrg**nab based on Rated bad. ) 1 I Dead I Rota live I Snow Vertical Leads l Location Tributary Width (0.90) (non-snow:1.2S) (1.15) Caaneents 0-Sef Weigle(PtF) 0 to 06' N/A 9.7 — -- 1•Uniform(PST) Om 76' Li' 30.0 20.0 25.o Roof lead wi a efiaming Weyer 1astoo r Notes Wetertaeuser warrants that the dreg of es Protons will be In accordance lath Weyerhaeuser product design Mae and published design values.Weyerhaeuser enures*ascWrns any ether warranties deleted m the s rtware.Use of this sdtme is not intended to circumvent the teed for a design leofesaronal as det alined by the authority having tunsdetion.The deserter d record,budder or framer IS response*to assure that this rabaaebn l3 eompe0He with Use omen paled.Arneson*(Rim Bond,Blocking Panels awl Squash Beds)ere not dragnet by tilt software.Peodede man/echoed at Weyerhaeuser faieW ere thbpany certified to"atonable hasty stamrirds.Weyerhaeuser Engineered Lumber Products hare been evaluated by ICC-ES under evai wdon reports 950•1153 and ESR•13137 and/or trued in accordance nen meat*aSTM RaMPM,.For current cede radiation moons.WeyerMdner pmtat w&a ore and i staleaea detains Meer In 1ww.wryainaner.mmMOodproductaldaummt0bran. The product application,input design loads,Omeasens and support atamMb,haw been oroelded by FoeteWEa Software Opera*, Port Senor'1e Operator lob Beer 4/6/2022 3:54:57 PM UTC • Kate Carng9 Vista Structural empacera,a,LLC A ForteWEB v3.2,Engine:V8.2.0.17,Data:VB.1.0.16 (97u ustase80 i11� He Name:Mountainwood Main Office iaw�4ataftr1re6erM-tom epyerhanc,er, Page 20/21 VISTA STRUCTURAL ENGINEERS MOUNTAINW000 HOMES TI Page 57 FORTE• MEMBER REPORT PASSED Original House,RH•1 1plsce(a)4x100FN0.2 Overall irloth'r)' 0 0 7 (, 0 All locations are measured from the outs/de face of left support(a left ranblevar end).All dimensions are honrontal. 0011011allWita AIYpMl lsOeiae IIbsM 11000 SDP Mat 0011001011011001110 Awn:Wbe Me Member Reaction(Ibs) 2117 or 7656(3.SO') Passed(28%) 1.0 D•1.0 5(All Spars) "'Tom'Neal Shear(Ind) 1523 49 1'3/4• 4468 Passed(14%) 1.15 1.0 D+1.0 S(All Spars) Balding useIB IBC C a pw Balding Cone: 201e Moment(Ft-lbs) 3668 @ 3'9 1/2' 5166 Passed(71%) 1.15 1.0 D+1.0 5(All Spans) Design Methodology;ASD Use Load Del.(In) 0042 CO 3'9 1/2' 0.145 Passed(L/999+) — 1.0 D+1.0 5(AS Spans) Total Load Delt.On) 0.094 0 3'9 1/2• 0.242 Passed(1J926) -- 1.0 D+1.0 S(All Spans) •OcsNbon oama:U.(1J600)ard TL(tl360). •Altered fnmennl doe%rat TWINE the adjuAnent fin the beam stability factor. •Appimae C100.63tIMS are based a NOS. Israel Seaga, talisre lgPrle(la) • Supports Teal Aerie RepL.J Peed ams(Llye leer Teal �� I..rr,rnn er-OF 3.50' l Sit' 1.50' 1169 758 906 2875 None :.1r,mnw.r- 3.50' 3_50' 1.50' 1169 738 948 2675 None Lateral bracing eredM Intervals ourrea tee Edge 0.a) 7 7'We bottom Edge(Lit) 7 7'oyc •Mennurn seowabk Owing eeervab based on apnied bad. 000 aeNilw ire; gerUcelLgoidp 11aYaaa Itamtny IMO -:: 6eseeeel L* elms es' 0.See Wo36t(PLF) into T7' N/A 81 - 1-Uneo,n+(PSF) i 0to77- ' IV 300 70.0 i 250 �9/ *ovation...N014' Weyerhaeuser wbnants that tee song W es preducts will be in accadance err Weycsrhaeuser product clasp,enema an puWHKd design values.Weyerhanaee eepres%N dodder&any teeter warranetes I related to the ratteee.Use of this sonware R or keened to circumvent the need far a design pichidddW es Werra/red by ate authority havreq haedictlun.The deeyter of record,tutider r Owner s •espmeibb to assure that the ml 11,on is mmW6ble with one menu WWII.Auer(ems 8000.eluebrg Pane,anti SWAM finds)are opt d adnal by tin sdleuee.Pradesh+weeacfiaed at Weyerhaeuser tadlaes we third-party certified to sustrmatee forestry Pandora.Wtye%an1er 0.44....4 Lumber Products have been e%wbaled by KGC-ES order eeMMtbn reports E50-1153 and ESP-1307 and/or tent in scoaderse Mn.paodbhe ASTM standards.for current code Mao*on repo.%.Weyerhaeuser product literature and adabo0n rule refer to en rrneeyerheesserAMa(woodarodo.maidocurrent-lepary. The Weehae apgl abon,a(put Owen bads,amoebas and support eMnMr,,haw been prowled try forteWEB SOAwre Opesor Ports01111 Software Operator Jab Neter 4/6/2022 3:54:57 PM UTC • Kate Ceuta ve sous-was Erganrrm9,1Lc FOrtcWEB v3.2,Engine:VB.2.0.17,Data:V8.1.0.16 Ea4$u (971) 0 e Name:Motmtainwood Main Office estasetasmb:6eNtbn Yfrdve,:u. He Page 21/21 VISTA SI RUC I UHAL ENGINEERS MOUN IAINWOOD HOMES I I Page 58 • ENTRY CANOPY AND STOREFRONT • WIND GIRT CALCULATIONS VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 59 FORTE I= Moo_len-mood Matt Office Canopy Member Name Results Current Solution Comments LAr UPY OU--z. ._4. F.1;SN l Olecets)2 x 10 DI'NO._ CANOPY RAIL tRS I'..,,k..1 1 plece(S)2 x 8 DI VD>:24'CC SOFFIT BEAM R:;arr1 1 motets)4 x 6 DE Vn.? CANOPY BEAM Potted ±tiere(s)6 x 8 DE Vo.i (E)STOREFRONT READERS Passed vece(s)6 x 8 DE Vo.l (E)S FORE/RONT JAMB Passed 1_Veals)6 x 6 D1-Vol • Fort.WER Solboore Opotatee Job Notes 1 415/20223:5/:55 PM UTC K) Y'yy ..eft Seratt..7 En;:ccn-4,LLC POrteWEII v3.2 • eve 711-6181 x-sy.storx,y tsn Ede Name:MuuntantwOW Hain Office Page 1/9 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOO HOMES TI Page 60 • FORTE' MEMBER REPORT PASSED Canopy,CANOPY OUTRIGGER 1 Ousts)2 11 10 DP No.2 Overall Length:7'11" • 4 $ b �++ (;f { - `7 �.ayN . -,t c%svrn'r1-�.J.t�.�ti+a.."aa.e,.. � r.� 3.sti' - " se ,.",•- ; 1y IIj 36 4 AO hrxials are measured horn the outside Lace of left support(or left cantilever end).A6 danensrons are horizontal. DollenRsslltf ATetedlteeMiaa #)teak Meade tar less_rY911npaYWe) *gen,;Roof Member Reaction(lbs) 1861 P 3'9 1/4" 3281(3.50') Passed(57%) -• 1.0 D+1.0 S(NI Spans) Member Ton:sawn Beale Shear(Ibs) 729 m 2'10 1/4" 1915 Passed(38%) 1.15 1.0 D+1.0 5(All Spans) addng Commercial Code- ®fMg Cn :Ia[201516 Moment(Ft-Ibs) -1921 P 3'9 1/4" 2029 Passed(95%) 1.15 1.0 D+1.0 S(AO Spans) Oesgr Methodology:ASb Live toad pen.(In) 0.114 Q T 11" 0.200 Passed(21/872) -- 1.0 D+1.0 5(AM Spans) Member nth.0/12 Total Load Dell.(in) 0.182 0 T 11' 0.276 Passed(21/548) -- 1.0 0+1.0 5(Alt Spans) •0.nw1:,,.mane-IL(1/600)and iL(V360). •Dormers(aoRectbn owner tl(11/0.2")and Ti(2U360). •Ri04 caneleo r length et eedr 1/3 member torque or I/2 ben span tenon.AdNenal tramp Mined be Wrlafdered. •Atone moment dues not select to ad)td40141re roe to 044fn stability factor. •-217 be cleft at a et,on looted at 1 1/2".Strapping Co other nese-ant cow be rapWred. •-224 bs watt at support lasted at 3 91 4".Shopper*Of Wier rears*may be toothed. • •Applicable ntodetpns are based an NOS. Rearing Length Loads to Somata(the) Supports Taal I Available Ra9Wead bead Rade 1.1v9 Snow Wad Taal Aawperfaa 1-Mar438 co 9 1/4"OF ledgerOWNIa ty 1.S0- ._ n.• :.. 85/145 tow-181 389 5131b6/. see note 2-Stud wall•I18 3.50• 3.50' 1.99' 716 916 1145 -1090 10 Wool* •Mocking Farmer ere ensured to carry no wd•applied d1Kty atw.e them and the teat bad ei apMbd to the member bag d5 ned. •At hanger supports,the Total Benno dimension a eRlal to the natal of the'oaten*that 0 9ppahllg the hetKee •`Sec Connector®d below for adderonal ohernetim arya nmtwafera. Lateral Sluing CammIl1e Top Edge(..u) ._ 7 10"the *Morn Edge OM 3'4"a/c •etRlmuh ammat4e tracing intends ewed on apped bad. Coma-tor:Simpson Strong-The &NUM Malt fad Lerman Top Pastiness Feat PgtenRrp Member I'ael s *memories I-tam Mount Manger L1173 1.5d' tl;a 8-I0311.5 6-106 1.3 •Refer to manufacturer rotes and 4r9nxtiae for arum nslaaatlon and'se N ee connectors Dead Rear LM Snow Wied Vortical loads L9polae(tal) Tommy meth (0.90) (nen-uw:1.25) (1.1f) 1140 Camments 0-Sent Weght((9.fj I1/2"to711' , N/A 3.5 1-Uniform(PSP) 0 to 7 11' S 6' 15.0 20.0 23.0 - Canopy Rod load 2 Uniform(PSF) 3'8"h711" 56" ' - - •30.0 Cmerhang( 5081 •eetIWn unwise operator lob N9bes 4/6/2022 3:57:55 PM UTC • Kate Cron vats sb3RVM Enghaeervs(,uc ForteWEB v3.2,Engine:V 3.2.0.17,Data:V8.1.0.16 tell)23331® File Name:Mountainwood Main Office aew!^n utwalcwn ea-mildew. Paget/9 VISTA STRUCTURAL ENGINEERS MOUN I AINWOOU HOMES I I Page 61 411 Weyerhaeuser Ir ilr NotesPr r leywrfunAxv r..> ..i1lMWtg r88•r praSrls svlll Pe b,rM[R ..usllr err.e.riwerree Wdlu[t M•iyn rrB.r:W Me pdr^knld.AY rlrr:-etirirv`rM•nse esSPr Jr <urrvo a-y h-mu•aeM.y eats:td'le samsare.the r thn saaae es n5'rtendeG tb crt,rnye d Ine^rued Is a cisign a*C(esonr as dati mr W by:!e]YVIMIey 1'&rg i.MGCtlOr.the d. 7,ra:C.D.der f'lane's espofsbc tO dYau.rrI t^.5 r*vJtwn.s[orNrpr*web me csesS rewct dactvnrxs;Rue Roe:,Niodonc arr .-a-C Sam t xis)ors rye dtsrprci by Ih s fittarc P':Crxfs'+c /ill 'd ff Payed ?user'welled ere IME-parry cabled to susli^anb tyastry 9arda,dc.WeYt'aoa tr4r'eered twee'',Weds hams ten sa.Wled by iCC-1,5 WGkr eyawns^ICPYS ESP.I lb:8retSll•1311/ andbr tested n[cW ISPCC WV,YJleabt£STis s encsrds.ro•[...mat croc ceslureon'mods.Weyehucoscr wodJ[;sieamrc mod/vaaamn dcla-s trier to .weweyedlis.ui .[nm:er.Apad.,R4fkRnM1M•Idrrf ry. Tint pros et oscrealrr,rtzut sewn Icod&d;nere.ons and wprt:nanI'r hoot been rote,3 Sohwrc Ode'dtor i FostelVEll Software Operator Iols Notes i 416/2022 3:57:55 PM tJTC • ¢etc:.v-r. FoiteWEBv3.2.E Vw.r Cho:L.'s:Eng ray-iq,tI C Engine:V8.2.0.17,Aaa:V6,1.0.16 tv1'ej�-buwr 1 , File Name:Mountaincvood Male Office lersei' esr.rreu rsi tour Pagc3/9 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 62 • gFORTE'� MEMBERREPORT PASSED Canopy,CANOPY RAFTERS 1ptaos(s)2iIIDFNo.2O24.00 Sloped Length:11'13/16" 0 0 6l--- y` . + t ; :38.0:VrAwiRe'AV:-si '; mom —...,. 1 10'3- I di 0 Al locations are measured from the outside face of left support(a left cantilever end).All d pensions are hontoc al. Meaner length:11'1e l6' Oilliall Rigideli AtWt/LselMn Move antlt LOY tomb(Yrdbtntir(PLyns) Syrtan:Roof Member Reaction(Ibs) 364 @ 1 1/2" 1406(1.50') Passed(26%) -- 1.0 D+1.0 5(At Spans) Umber tvw:tart aadeeg use:Commercial Shear(Its) 324 C 8 318' 1501 Passed(22%) 1.15 1.0 D+1.0 S(Al Spans) Butting Code IBC 2018 Moment(Ft-)bs) 934€e 5 3" 1564 Passed(60%) 1,15 1.0 0+1.0 5(M Spans) usurp Menadoagy:ISO Live Wad Deft.(In) 0.181 C 5'3' 0.540 Passed(L/716) -- 1.0 D 4 1.0 S(M Span) Member Pitch:4/12 Total Load Dell.(in) 0.257 C 5'3' 0.720 Passed(11504) •- 1.0 D a 1.0 S(M Sparc) •Dere:Mon OVUM:U.(1I240)and TL(1/180). •Mowed moment roes not mega the adjustment for the be stabil%redo. •A 15%increase in the mermen miaow has been added to amount for repetitive member Rage. •Ap9acaae reloaations a8 based on NOS. 11110 $INtppltt UAW aa4YLah Mind 088i:. goof Lift /all 710111 AWtlO/101 i Hangar on 7 1/4-IX ran LSO' Manger' 1.50' III 219 263 S84 See note e 2•Hanger on 7 1/4'Of teen 1S0' manger 1.50' 111 210 263 5a4 See note r •a hanger s pporl5 the Tuts gelling deMa)an is weal to tM wider the mower that is agpanmq the baited! 1 •,See Connector god below for addeari l raermeden aerie!requirements Lateral Oradea Seeing anemia Cotoompois Tap Edge(Lu) 10'f-do Rowe;age(LW 104 ter ok •Bloom abwabie tracing reenters based on awned load. Coneecter eleipaenSbani+1N ilogpert aadel fart Lamp* TOP 141.1aaa FeteGeear4Os. Maim PaRnaes Maned s 1-Face Mont Hanger LRU26Z 1,94' NIA 4-10d1.5 5.10d 2-Fare Mount Hanger LRU26Z 1.94" NIA 4-inm1.5 S-IOd •Refer to manufacturer rota and eMtrurb4 s for proper i stata001 and use of of connectors. ONO Red LA% Soya Vertical 1 WOW*(Btia) epsolog (OM) (eieriae.:>va) (1.1i) LiaelNMe 1-Unbrtn;PSF) i 0 to lO 6- 24- 10,0 20.0 250 Csepy Roof Lord Weverhaeueer Notes Wtyerhectescr wawaas art tat sung of its viaducts cts win be in accordance with Weyerhaeuser product design cremes and pulled base+wAucs.Weyerhaeuser cabmanN di,rpnw any calm warrantee roared to me softene.Use of this sdtwere is not inteesled to caremwnS the need fora aeon pratesaronal as determined by Ina authority hiving Aaadcdon.The desgar of named,Wader or harm rs respond*to mare that Pm cakehtan is rnmpabble with the oneel project.Accessories(Rea Road,Blocking Panels and Squash Blocks)are not designed by do software.Products rewvfacbsred at We nnbaeusn taciIIUes are tad-{wry certified to twtS able knish'?Mama/ft WnpoMener Ergowned lumber Probers have been evaluated by FCC-ES wen!Menton reports ESR.I1S3 and E%R-1387 and/or laved n accordance men weldable ASTM standards for current code evaluityon reports.Wfnetweeer product IAerahae and eeda4aon dermas refer to www.wereM anner.coneweodonduregdocinen-tera y. The podia act4eaSon.nee demon beds,daemon and support ink/matron have been wended by foneWEB Software Operator aaruWA SeRwoe Ovwstor lea NOW 4/6/2022 3:57:55 PM UTC • Kate erpg vista slron Erspauq,Weg,lit ForteWEB v3.2,Engine:Y8.2.0.17,Data:V8.1.0.16 (97r)233ii80 File Name:Mountainwood Main Office ta•Ovstastrese6n41tnn aixrle.rrsev Page 4/9 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 63 a FORTE'Q 3• MEMBER REPORT PASSED Canopy,SOFFIT BEAM 1piece(s)4x6OFNo.2 ,::era tag; 1l i 1 1 4' { J CI All locations are measured(ran the 0ut64de face Of WO support(a left cantilever end).AB dine-news are 1gn7adal. &Wen Oisoults acrid outwore (141aae *MR I P leek C wiisrdlta(Pieen) ern'ROOf Member Reaction(Iba) 363 a 2' 4922(2.25') Passed(7%) -• 1.0 0+1.0 Lr(All Spans) Member Ira:Flush Bean Walden use:Cananetla Shear QM) 315 0 9' 2888 Passed(1196) 1.25 1.0 D+1.0 Lr(AB Spans) easing Cde.Mc Ade Moment(Ft-Ibs) 860 0 4'11 1/2" 2151 Passed(40%) 1.25 1.0 D*1.01r(All Spans) design Meslamwgy:A52 live Load Det1.(in) 0.098 0 4'11 1/2" . 0.192 Passed(1,/999+) - 1.0 0+1.0 U(Alt Spans) Member oath:an/ Total Load Dell.(n) 0.183 0 4'11 1/2" 0.319 Passed(U628) -- 1.0 D+1.01r(Al Spans) •Denton muerta:LL(Lf600)and A(1/360). •Mowed manned dtas Vat nilae the adjustment to Ow bean stabay factor. •Aophoble uloaatba are based on 1436. sIau{r1111 leads/o Blrlgee(low) Supports Teal 1WNeh11 Mlpirell Dad leetliw fetal Acalloodlis• I Stud ere OF I.50' 172 196 370 1 114'Oar bond 2-Simi wet-OF J.50' 2.25' 1.50' (72 198 370 1 1/4'Rem boad •Ran Bard is assumed to urn ae bads meled erectly Mime t.bwa a9 the.orbs bens downed. Lateral DIOCItle IgnidaB nMl ivis. 6aelltlllb Top Edna(bay 9'9'We Bottom Edge(Loa 99'olc •Maimurn emirate Wade)bMeren baled an to t art bad. Deed Beef Uwe YRIMgI Lea Lambe(fide) h%lley Width (038) fererwnenSAS)Idepeseasa 0-Sat WerAit(Ptf) 1 Lan to9'9314' N/A 4.9 - ` 1,Uniform(P5F) 0 to 9 11' 2' 15.0 20.0 i Soffit Load Wareerhemisow Notes Wevertue ser warrants that the army of at omens Vat be In accordance web Weyeralaner product dent abana one weKned Often values.Weyehaeser espeessly disclaims am other wenaoes ,erred to to af6mre.Ilse a On sonars.S me irbnded to aaeumcnt Ow weed for a design prdresaorW as deetennred by me outman hewn Maedwbn.Me deign,of won,bawler ce comic s responsible to aeeae that the aloAWan a aanpaable with the overall protect.Arcesates(Rim Wald.Blocking Panels and Squash Dodta)are rat designed by des software.Products manufactured at Weyerhaeuser tathdan are therd-party canned to sustainable fenny standsna.Weyerhaeuser Enplaned lumber Products have been eawratd by ICC-ES under erawton moat ESR-1153 and ESR-1387 and/or tested n accordance with appraise Mlle standards.For orient rode ee5lua on reports,Weyerhaeuser poect literature and es4alatnn details refer to Bede.wentheeuser.retnNgoOpmdrtV Idaxnrlmiibtery. The product aptaan,input design hada deneauos and support information have been provided by fodaWEe Software Opens aarte'aes Sitiewaseta Peewee lob sates 4/6/2022 3:57:55 PM WC • tea C+n99 Vases Sbucheal Entirety,uc ForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 (971)233-6180 File Name:Mountainwood Main Office tayeasMaetnswa-are tFxahxaaur -- --- Page 5/9 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOO HOMES TI Page 64 FORTE' WE8 • MEMBER REPORT PASSED Canopy,CANOPY BEAM 1 p.ce(r)6 x B Of No.1 Cvera=.Length: li a o All locations are Measured from the outside face of left Support(or left cantilever end).Al dimmanons are hommntal. DWynRmdEe Aare*Lovelies Allyei esemee UM WOOu/YBYr(hlare) Slxnn:Roof Member Member Reaction(ales) 439 0 2' 7734(2.25") Passed(6%) -- 5.0 D a 1.0 5(AO Spans) Type flosh Seam Shear(IISs) 366 0 11' 5376 Passed(7%) 1.15 1.0 D*1.0 S(AM Spars) %clang use e Cane Bikingercial 2018 Code:tBC 201a Moment(R-M2s) 1038 0 4'Il 112' 5930 Passed(18%) 1.15 1.0 D+1.0 S(Al Spans) Design Meriodobgy:ASO Live load Den.(M) 0.031 0 4'11 1/2" 0.192 Passed(1/9994) -- 1.0 D«1.0 S(Ale Spans) Member each:0/12 Total Load DOB.(In) 0.055 0 4'11 1/2" 0.319 Passed(1.J999-) — 1.0 D«1.0 S(AA Spans) •Oefedra+criteria:U.(1,1600)and n(4364 •Marred moment does not reflect the adjustment for the dean slabeMy factor. •apalcatee cal0aliars are based an Sus. herb*WO* Lopes aetMperbeOW) • SLOLOOetil TOW Aa,Yle eawUM Owl Ike*Live Ileee r Total A—I 1 Stdtl wN OF 3.59' 7.25" t.50' 199 198 248 645 1 I/4'Ran Board 7-Slum wen-OF 3.50` 2.15" 1.50" 199 I98 248 645 11/4'Ran Board .Ran Poet d assumed to Gary an bads replied directly abase A bnpassng the membor berg designed. Latend ermine Ikeda/ Rlrrle cow Nag Tap Edge NO 9 9'WG 8mmrn Edge(id) 9 9`op dW amen Normal.,Gating imarvak based on aac*ed bad, Lane led Lille awe vortical Loads meow we) Tgieeni IMO "SO) (euan el IMP MIL) Casuals 0-Self We9M(PUF) 11H'to 9'93/4' N/A 10.4 • CNIOPT ROOF t.Worm(P5F) 0 to 9'11' 2' 15.0 20.0 25.0 LOAD()01515 ( PARALLEL) WOMEWENSPEelli NOS Weyerhaeuser warrants MBt the sap of i0 products mil be in acmrdanoe wnh Weyerhaeuser product design enters and pulsded design values.Waynhanser egessy declaims arty dhe,wacrnes misted to the sodas*.Lee of tots Software lc not intended to cecanrent pa Mad far a design pmkamnM as determined b5 the authority havoc paftdklkn.The deipewr 01 ratprd,Milder or Ranee B mammaee to are Mat the caturabon is moveable with the overall project.accessories(Ion Board.Nadine Pandit and Sgwsslr 0006)are rot designed by the so/baae Produce manures-heed at Weyerhaeuser taadtes aro ilia-rely nniSed In sodas**forestry standards.Weyerhaeuser Eripnewed lumber Products have been evaluated by ICC-ES ender evaluation repots ES11-1153 and ESA-1387 and/or tamer in aomMwee rah makable AVM abMa,d.For Parent code evN,adan report;Weyerhaeser pant d htenWre and arotallaPon dears refer to WAN arentheetaer own/Mm ducts/doc nwrR-larey. The pm/rct aprtatan,.set design tads,dinaeauris and sweat information have been(moulded by PdrbeWE0 Software Operator PartaWea 6eetweere Opereber M.Neese 4/6/2022 3:57:55 PM UTC • w(Ra)a EngneerY,g,u.c A ForteWEB v3.2,Engine:V8,2.0.17,Data:V8.1.0.16 (971)233-6180 gin Nave: nvrood Man Office leNOvwttl+ucMMtom syymhysnGr Fee Page 6/9 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 65 • 2FORTEIM MEMBER REPORT PASSEf) Canopy,(E)STOREFRONT HEADERS 1 placa(s)6 x 8 DF No.1 OT;-Coo te,,gth:a 4'. 0 l 4 1• k All locations are measured from the outside face of IeR Support(or loft cantilever end).AA dimenMOns are horrlomal. 0asl8nRedid Ado/0►s4We. lallwail MOM tad tart CaniiriwOaaaerU Sysam:was me Member Reaction(Its) 665 0 0 5156(1.50•) Passed(13%) .. 1.0 D(All Spans) mber Tvlxe:eteaew &Ming use:Commercial Shear(ebs) 5580 9' 4208 Passed(13%) 0.90 1.0 D(Al)Spans) &Meng Code:IBC 2018 Moment(Ft-Ibs) 1551 0 4'8" 4641 Passed(33%) 0.90 1.0 D(Alt Spans) Ong+Menodob96:MD Vet Live Load Den.(in) 0.000 0 0 0.187 Passed(2099+) -- 1.0 D(All Spans) vet Total Load Dal.(in) 0.079 0 4'r 0.467 Passed(L/999+) - 1.0 D(AII Spans) tat Member Reaction Ohs) 429 0 9 4• N/A Passed(N/A) 1.60 1.0 D+0.60 tat Shear(ibs) 375 0 7" 7481) Passed(S%) 1.60 1.0 D+0.6 W Lat.Moment(Ft-Its) 1001 0 ndd•spal 6090 Passed(17%) 1.60 1.0 0+0.6 W tat Deflection(In) 0.066 0 mid-span 0.467 Passed(t1999+) •• 1.0 0+0.6 W Bi-Abbe Bending 0.36 1.00 Passed(36%) 1.60 1.0 D+0.6 W 410 •Deflection aorta:LL(L/600)arc IL(Lf240). •Lateral deflection Maria:Wed 07240) ASD C&C WIND LOAD RXN •An0 oa rable b49tron6 are band on N05, ae�brf togairito /seta (4q $1111#01t4 Taal Assemble lepinb Owl Ten! ARaaaans I,,. 1.Trimmer-Of 1_40' 1.50' 1,50' 665 665 Nine • 2-Trimmer-OF 1.50" 1.50' 1.50' 665 665 None Lateral &Mau IedvW Csaaeran Tcp Edge(W) 9'4'ojr Bawm Edge(W) 9'4"Oft •KR,nUn allowable tracing Neenah based on apPaed bad. tabard Coneed{O0a Uaaprle ale eins P406e144411rl Comma/bar 11ype1Nui Qerapt_ ,Mlpq Leh 2% Douglas Frlard, Nits 16d a 3.5'Box(Toe) 4 R%Onl 2x Douglas F.'l.ann Naas I6a a 3.5'00a(Toe) 4 Vortical Load* leoemn T660u evWYae Oa.ss) Canensais 4-See Weigle(PLC) j 0 t0 9'4' I N/A 10.4 1-Undoes(f9f) f 0to94' 1 11' U.S Storefront(X stove Aare Lateral Load maser Tambov 441411A ti/O) oNlrrw 1 Un4onm(PSA) had Length i 9' 12.0 •AXF/STI 7 sec 7]A:Expasuns Category(6),Mean RWI NegH(25').TCpo¢sohe Factor(1.0),We'd DaeceorWry Factor(0-65),Bast Wed Weed(10g),Rok Caecgory(11),EMeTNe Wild Area detemwed Lang M%anew span and S .width. •MC Tatie 1504.3,r0okede 1.Penec ion eMcks are perfanad using 42%04 NI Iaeaal wind bad FormSMen softer*Opiate, Alb Near 4/6/2022 3:57:55 PM UTC • Kate Carngg urea 5bnrnalf Ery.cntg,Mc fnrteWEB v3.2,Engine:V6.2.0.17,Data:V8.1.0.16 (971)233-6180 He Name:MDuntain ood Main Office 4ete0NgtlstnacaxNsan 4<i.rirx,rer Page 7/0 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 66 Weyerhaeuser Notes • Vies.Yharrrn+v x a-es Ihtl 1'..vr'rl of Os p'astrl%end he a ml maws.•oith kWreYhaliur r101ert(b& rrhrla.ed fndr JnI o Slot valor,YNyrshroott"estxrssh v slims ary tern-wa-a'tky teats./tone safMare.last or CM Srthy re rn•rderde'9._r[11nt ent t^.e.'area in a cosign VefessorW as defaturred be:re authority t ay.sy;.nactnon.The Geecot it ICC:.q.1.'Oar a lane a snow* a to avmst raks Sm.s romper slr nth Me Masai fl'Vt.4usnr1n iprn Poro IYatnq asra-"s t-d Sc.sh Roos)yc oar dr turd bt this sonnet Ptdrxts nerVad rd as Y•el\vhasuse•adims ire thee Tars cwhlr d to esMa'Mnc tortoni,stardards.Ihreso.aea3I Ers,^erred tumor-trails na're heir eta sow!by iCC.Is unc a eras,a sr rw s ESR-i ls3 n'Ese.li t1 ardor Ic,tec 1:C]Tdarcc h t`daaIKMC£STra,1nOlt* P•Ci'rCtp code evaluator!fetal,.Warclid usor PoKX.ker--re and,StadlOn telaS refer to tow!nhtba,a tf.Copvwoodtfiroltow _cate1111•Iihra'y. The pOd:C vt,kat.,t.,last amain reeds,t•-te•rsons and s opoi rr°on-Oho-have been.v oioed:e cate1;:3 Sokmrc*orator • ForteWEI Software Operator kW Motes h 4/6/2022 3:57:55 PM!!TC• sae.r wan ergs.«-ey,ITCFOrteWER s3.2.Engine:V8.2.0.17.Ulia:VR.1.0.16 (gll;232 333-ti1GV ,a:en`vrWtti,ur::u afl:711 File Name:Moun:aimvned Main Officei ,. Page 8(9 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 67 gFORTEMO• MEMBER REPORT PASSED Canopy,(E)STOREFRONT JAMB 1piece(s)6x6DfNo.1 Wall Height: 19' Member Height: 18'7 1/2" Tributary Width:4'6" Minas Remit, ream martial IIwR OP Casebbeatilesa —°..- Sier4emess 41 50 Passed(81%) . Compression(to) 665 8056 Passed(8%) 0.90 1.0 0 BeatingPlate (Ibs) 665 18906 •Passed(4%) 1.0 0 I. lateral Reaction(Ibs) 419 — — 1.60 1.0 0+0.6 W lateral Shear(ass) 398 5485 Passe(7%) 1.60 1.0 0+0.6 W Lateral Moment(f1-Ibs) 1950 0 mid-Van 4437 •Passed(44%) 1.60 1.0 0+0.6 W I Total 0ef rcben(In) 0.71 0 ratio-span 0.93 _Passed(IJ313) -- 1.0 0+0.6 W p f Bendng/Conprela0on 0.49 1 Passed(49%) 1.60 1.0 0 r 0.6 W 1 •lateral delemon Deana:vend(14240) t •line axiala, load eaeeuio'ty for sib dee19n et 1667%of appecabte member side deneannn. •Able nrcutatbnc ale balm an NOS. I •The Modal has a s ore Doss section.The padres engine has checked both edge and park wonders to allow for either indention. i aupaorte'._ -..roe artrasi system,wad Top Dbl 2% Douglas Fit-larch Plantar Type•Co§rso Building Code:log Will s .o:,„-.•- O Base IX Douglas Fa-larch Oman Methodology ASpv-ASO Owwey w Concpmai MbE OA611.eld LAllett l 4111"01 1' eiteare• crereara. T eg$p4eI Qlsay re 010110201110180 Top Nees 10d•3•Boa(End) 5 N/A Bare Neh /0d•r Bo•(End) 5 N/A •Nailed(Anaction at the top of the member re assumed to be rolled thrdgh the bosom 2a pilot poor m pfacrnene of the top 20 of(K double top plate assembly. • dli 1 Point(lb) N/A 665 linked nom.(E)STOREFRONT ItAOERS.Seibert 2 Mad lateral load Mermen wear,alma (IJ8 0611111110110 1 Union,(PSF) Fla lmastli 1 4'6• 16.7 •ASCIJSEI 7 Set.30.4:E•0oeure Category(B),Mean Roof Meese(25'),Tepo9raphk factor(1.0),W001 0ae00nOMy Factor(0.a5),flan We0 Shea(100).An Cate901(l0,Effectne Wed Area determre0 mop ha menace man and ba,Moth. •WC Table 1604 3,ma ncte fFDeflection checks are performed opal42%ei Be{Ian ml windbad Notes Weyerhaeuser weyerhaeuscr warrants oat the Wng of m products mil be in accordance will,Weyerhaeuser pied ct dews t,Raa and p l* rd Omar value.MkyahaNna emresst donnas any Meer wrreraes mated to tfee software.Use of the soTvere a not rota ed to moment are need fora design pr0haaW as determined ter the audreeny hewn peade:bo,The dearer of retold,bolder de Varner a racomae m aura that the cakojWOn a cement*with ere Mena project.Attdeaeei(Ran nerd,Mocking Panne and Spann MOM)are not dee9ned by the softwre.Products marufaftved al Weyerhaeuser facauet are lard-patty certified to udlanede forestry standards.Way/steamer Engineered Limbo Products have been evaluated by ICC•ES under evaluation reports ESR'1153 and E513.1387 endeor tested n sem/dmo an rpphta ere ASTM ster0rdr.For anent Cade ewluWeer repnrt0,WeyahnoAar product Oman,old mastodon dales rand to wenr-sweyerneser.mojec nred2Wdotumet.lbrry. The Mond qp&•too,else detain boOc,done serve arel some*aMdnatim have been podded by forteWEB Sdtwa*OpsMMot taruars BaTaafa oYarseor lob Notes 4/6/2022 3:57:S5 PM UTC • Kate CongoForteWEB v3.2,Engine:V8.2.0.17,Data:V8.1.0.16 Vacs Saneness Errpeeeaq,MC(971)233b1m ka4rrrW1,44:eM `fveshrrwo File Name:MDufNainwo0d Main Office Page 9/9 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 68 • • VISTA t Project: Aw 4CO Fife n By:KC Sheer No. lACat(ofl: GTY O<TX,ARD Date: >�% _-STR. I jjJRAL— C{Iem:d&)ARClMtECIS Revised: lob No. Date: AI Kic C 6 No '/ _ k t''N T l2.y STa(2 r L2o iT L 6i2 4{,, ' SelswAle— i..oWD ' w? = IS P61= DERD L )i b aP = i f? -0,L; (I. 02 soc'. ) w1> 04.2 (h)) - a.s -i p.i rp -•,. D 1 F,r #. 6 p6r 1 Awa- = Ai s - --ate Fp = 580, t;2-6 V W = r JL --::21Q,41Z611LRfDi (D1)2.6.67- S>(!;K}fa. LOST' ro t i4 wlyLt) • DI s° A C..€" mows AD S 'S: .rpoal "o C. aaa.s. /, 7 n- PIshNC,;t 0s/w s,-rtyo2u....t.s = to Fr • 1009%/Gg (/•fe F1) s 4; LPG `VA; j 9065 N� �- /0 r 7 LRFD 6 L'A 2 To =i4 vi p't L F2°vv\ t\i- S 6-Yt -toG]i,.e,4tc s-) 1 cke — l .0 re - a.L1(1. o)( :' tor, (I,- z i V. .)) e -p a'S" - cp -(. 0 .O 32 3 Ds: r' wF. — 2.7 PS'- t 'TlL{g - '7'0, 6 S ' jj .___t LRFD __ V s i fL1S, 7 i.j Asti 1r3 -w p. NTH u.aAtC., ASD V '2 2 (11211 L. = d 6S !its ( 2 x C C Rio.) Feaw' MN e ,. it-1 whU. SA '? 'Z1s U, of y F tE' Crtl.0 , .� -it*S WWI. tv+4D L� t?orr ,eJ� vr 711r:. .. • VISTA STRUCTURAL ENGINEERS MOUNTAINWOOO HOMES TI Page 60 • sn••WM MGRGIFM0W Q'3 O.I1 niannisommn/Hams rem dham North Entry Sammn Wm!SINEF) -w:..�t'..ria.........a..._._.wm LrtYa Wm FM6l at PFM flW6 SUa e6rMVw�oMii..__:-r Lamm Smarm Forte-OMOm!mnaec^•P+larmy 612• Sewers n•21m+•r Mtilr I.ao wamvrs rsummoraSJ• LY.4 Smarr Fmd al4 somm ml W Lray MCer 301.9• Mote,m Pr00 in Vest WM Lae 1 " -smc 00045 CiMgory D ) M•m mm HAY PrM ralm 33 1 aeon Wrre0 WM/NM/e 133 MMMUr PAOneOW POW WY11 5.11II TMN PaIMl WW1 n SR•ar Wel lift 16I UniNrr WM SO Wm60(darae•al 150E MI '..I 10000anm sir ' =Milos .. I Prrl l WMh )1qm RRYfw as o caewr ._ Pm*I I Roof S Floor D.d toad(Infagprt0) /9 09 LrerN VAIM fartm00 OM prat 3056 62•Sabann Mum ocaon Farm on Omrir•M ,+ 6Yt• Slum Fnm on WM(Wrrm3 M6 m • Slum Foos On WM(SmFoosa •rt• ul �6 M....p S362 m m M......; 4160 W.,....; S267 i y TmIMM form .27• I 1 WYWM ragout w Mar. Hrtllara CY*.1 an Now WHOM • neMCIrY®Mbpi•' ramwreo w- • NOTE.SIMPSON POST BASE WITH>'.UPLIFT CAPACITY USED AT • POSTS WHERE NOTED IN PLAN ANCHOR LOAD AT THIS LOCATION IS CONTROLLED BY WAND:1099.203 LRFD SEISMIC ANCHOR LOAD=OMB ASO=308LB LRFD(WITH OMEGA=2.0) • • • • VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 70 SOg4:[w wYnr Nd JW 51'e..m,No rd Omit 5Mu-a.-aed' n an.n it 10a' -man Eal,e Sseprn,A'ni i11•.•r r ly ,1Wnnl'.F alyla,a-n•Y 215= L.16.4 alSarse PCYia-,14o.e rr,:XrvWay 26Ja Seim.I n. ern b, Iea •. ,,.,. .�.' r r ''aHral Snisnr F ,, :rtn nR u,a.Tu r,.O••imli'ar;,.: .V)4266• Fw�tw 6Pa>sb m Sma.An h 1..a.A.m.a,I caLn :IS 1 5 D 6952 it'nrnl W.v F1.ga IGA a M,arvl 0a;Wx1.Perm t.,06 3.I1■ '_d1Pa41 Wiv.•..n Fena"Wuf:_Fe :4 1:+Jrmn'6.alsm.'M4.11:rcano+fr) 130An.4 Pane,;.an 6.0 It 1=xm'4c44 ARx✓Ixae.nod a"1 1.41Wei S'W F✓ae a tl»Lard 216 07 vr Lah^JS tflC l e•wr.t N:e Va+.•., e SMv F. nrvnx 6aq tr. -, S'SI.ail $lmy FM1 or 660(1a Vox I 64 Pq Id..... 2316 F M.., 226' '1(. M 9D 'wva,km le 317e ,a l t Sham Wall CM out en Pans. N I a HOMI.aesn Ca11Mlt an Wan.: HD 12 ` - 11 NOTE SIVPSON POST BASE Willi->: UPLIF CAPACITY I:$FC AT POSTS WHERE NO ED IN PLAN ANC.IOR I OAD AT THIS ,.00AT ON i$CONTROu.FI)RY SFISMIC'8117 N.a LRF^•Wr-I-OMEGA 27t 4111 VISTA STRUCTURAL ENGINEERS MOUN IAINWOOD HOMES I I rage • I • SIMPSON Anchor DesignerTm Company: Vista Structural Engineers 'Dae: 1nl2020 Engineer: KC Page: 1V5 Software Project Mountainwood Office TI 4d Version 2.9.7376 0 A0dress: Phone: E-mail' 1.Proiect Inhumation Customer company.Atountalnwood Homes Project description: Customer contact name: Location:Entry Canopy Customer a-rues: Fastening description Anchor al ABU46 at ext.end posts Comment:Sosmic toad controls 2.Inout Data 8 Anchor Parameters General Base Material Design method-ACI 318-14 Concrete.Normal-weight Units:Imperial units Concrete thickness.h(inch):20.00 State:Uncradted Anchor Information: Compressive strength.f,(psi).2500 Anchor type.Bonded anchor u.i<,::1.0 Matenal:Ft 554 Grade 36 Reinforcement condition:B tension.B shear Diameter(inch).0.625 Supplemental reinforcement.No Effective Embedment depth,he(inch).5.000 Reinforcement provided at comers:No Code report:ICC-ES ESR-2508 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductitty.Yos Hole condition:Dry concrete h...(inch).813 Inspection:Continuous c.,-(inch):7.58 Temperature range.Short/Long-150.'110`F C....(inch):1.75 Ignore Edo requirement Not applicable S:..,(inch):3.00 Build-up grout pad:No Recommended Anchor Anchor Name.SET-XPS-SE I-XP w.'5+8-6 F 1554 Cr.36 Code Report ICC-ES ESR-2508 • tlj�� — m re kit a•put data ono res.Ats crust to checked for agree-nern with the existing orccrosances,the stanoa•as and weal nes crust be checked for Wauseel ty. • - 5965'A Las Paellas&:.devam Pleasan^on,CA 94506 Phone 925 560 9000 Fax 925.647 3971 wwe strangle.corn VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI • SIMPSON Anchor Designer MI Company Vista Structural Engineers I Date: 1/7f2020 Engineer: KC Page: 215 Ste one i•e Software Project' Mountainwood Office TI Version 2.9.7376.0 Address: rYn.rt..: E-mail' Load and Geometry Load factor source:ACt 318 Sedan 5.3 Load combination:not set Seismic design.No Anchors subjected to sustained tension:No Apply entire shear load at front row No Anchors only resisting wind andlor seismic loads.Yes Strength level loads. N.pbj:1099 Vie.phi;0 v m gbj:0 .‘Figure 1> 2 raw• • o• Y a x • Input data and results must be checked for agreement with the existing cccumstances,the standards and guidelines muss be checked for plausibility. • i u ij urn Strom-w Cu imi uc N3,:. 5958 W Las Posdas 8adevard Pleasanton,CA 94588 Phone 925 580 9000 Fox 925 847 3811 ewe a4 nrghe.cnm VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 73 • SIMPSON Anchor Designer'*' Company: Vista Strucit ral Engineers I Date: 11712020 Engineer: KC Page: 315 Software Project Houma nwond Office TI Version 2.9.7376.0 Address: Phone: E-mail: cFigure 2> 1 Lt) [V 1 Lt') N � L.r) • 5.75 2.00 rpot data and results trust he checaed for agree rant with the e.tsting cncumsan;:es,the sarda•ds aril guureLms trust be checied ter ela:s bd ty. • 5958 W Las Posilas ac..devaro PMasamon,CA 94598 Phone 925 560 9000 Fax 925.847 3871 :terra strangle.cora VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 74 • SIMPSON Anchor DesignerTM' Company: Vista Structural Engineers �oa�: 1n12020 Software Strong-Tie Engineer: KC Page: 415 Prefect: nnotmtainwood Office n Version 2.9.7376.0 Address: • Phone: E-mail: ;.Resuttina Anchor Forces Anchor Tension load. Shear load x, Shear load y, Shear Wad combined, N.(lb) V,...(Ib) V,w,(Ib) i(V,,..Y-owr)'(Ib) 1 1099.0 0.0 0.0 0.0 Sum 1099.0 0.0 0.0 0.0 Maximum concrete compression strain(11.):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):1099 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,a x.(inch):0.00 Eccentricity of resultant tension forces in yaxis,e'ay(Ind+):0.00 4.Steel Strength of Anchor in Tension MMsc-17.4.11 N,ON n ♦N..(Ib) 13110 0.75 9833 5.Concrete Breakout Strength of Anchor In Tension(Sec.17.4,2) • N.=k.A.drdtd'5(Eq.17.4.2.2a) k. A. r.(psi) no(In) Na(lb) 24.0 1.00 2500 3.833 9006 ♦Nu•I(Am/Amo)Y'asYrx..Yrp.wNN(Sec.17.3.1 8 Eq.17.4.2.1a) Ant(I nr) Aem(knn) Baron(il) '?.en .s Y';,.;. N,(lb) d Ma,(Ib) 52.00 132.25 2.00 0.804 1.00 0.989 9006 0.65 2184 5.Adhesive Strength of Anchor in Tension(Sec.17.4.5) r.ww=rkwvfanwr,mmKsai num(psi) fo.em,w Km rkwsr(psi) 1060 1.72 1.00 1823 Na.•A,r..w.ad.b w(Eq.17A,52) A. row(psi) d.(in) h.r(in) Ni,,(Ib) 1.00 1823 0.63 5.000 17899 N.=d(Am./Amo)'Ya.w Y'm.a.N..(Sec.17.3.1&Eq.17A.5.1a) Arm(inn) Aran(in') cm(in) Cox..(in) WWI. y'mm. Na.(lb) ,d ON.(Ib) 62.00 258.98 8.05 2.00 0.775 1.000 17899 0.65 2157 Input data and results mull be checked for agreement with the existing circumstances,the standards and guideimes must be checked for plausibility. • Simpson Strong-Fe Co>mpanti inc 5956 W.Las Posilas Boulevard Pleasanton,CA 94588 Phone:925 560 9000 Fax 925.847 3871 www.sVonybe.com VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES Ti page 75 • SIMPSON Company: Vista Structural Engineers Date: 1/7/2020 Anchor Designer'"' Engineer: KC (Page. 515 a • Software Project knotlntainwood Office TI Version 2.9.7376.0 Address: Phone: E-mail 11.x.Results 11.Interaction of Tensile and Shear Forces(Sec.0.217 Tension Factored Load,lc,:t hi Doslgn Strength,aN.(lb) Ratio Status Steel 1099 9833 0.11 Pass Concrete breakout t 099 2184 0.50 Pass Adhesive 1099 2157 0.51 Pass(Governs) SET-XP w/5/8"9 F1554 Gr.36 with het=5.000 inch meets the selected design criteria. • 12.Warnings -W hers cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension.adhesive strength in tension ano concrete pryout strength in shear for SET•XP adnosive anchor is limited to 2.500 psi per ICC-ES ESR-2508 Section 5.3. -Designer must exercise own judgement to determine if Ihrs deicer xs sirileble. Refer to manufacturers product literature for hole cleaning and instatanon instructions. 'Tut data and res.ns must be cbecKed Jr asreement wah the existi'9 crrcumsances.the sanCa'as and guiaetnes must be el-ecKed fry alai-saat:ty. • 5956 W Las Routes Hn,,1e am Pieasaa:on.CA 945811 Phone 325 560 ROM Fax 92S 547 31i71 arm'.slrnnyhe coax VISTA SI RUC7UHAL ENGINEERS MOUN IAINWOOD HOMES l l Page 76 • STAIR AND RAIL CALCULATIONS • • VISTA STHLJCTURAL ENGINEERS MOUNTAINW000 HOMES TI Page 77 • Vista Structural Engineering.LLC 14718 NW Delia Street Project Title: Mountainwood Homes Engineer: Kate Carrigg � Oregon97229 Oregon Project ID: 976099 Project Descr:Office TI caw v.vistastrudurafccrn Steel Beam seam . ,� . . I tic I KW.06016523 Vista Structural Engineering,LLC DESCRIPTION: HSS Stair Stringer • CODE REFERENCES Calculations per AISC 360-18.IBC 2018,CBC 2019.ASCE 7-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method. Allowable Strength Design Fy:Steel Yield 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E Modulus: 29.000.0 ksi Bending Axis: Major Axis Bending (NO 0467)I.(0 203) .A . HSS7x4x114 A. Span-la 333 n Applied Loads Service loads entered.Load Factors wig be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0 04670, L=02030 kflt Tributary Width=1.0 iL(Stale Load) . DESIGN SUMMARY Design OK 7 Maximum Bending Stress Ratio = 0.416:1 Maximum Shear Stress Ratio 0 046:1 Section used roc this span HSS7x4x1/4 Section used for this span HSS7x4x114 Ma Applied 11.218 k-ft Va:Applied 2.448 k Mn l Omega Allowable 26.948 k-ft VnVOmega:Allowable 52.747 k Load Combination +D+L Load Combination +D+L Location of maximum on span 9.167ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 i Maximum Deflection Max Downward Transient Denecoon 0.585 in Ratio= 375>=360. j Max Upward Transient Deflection 0.000 in Ratio- 0 C380.0 Max Downward Total Deflection 0.771 in Ratio= 285 a=240. Max Upward Total Deflection 0.000 n Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Canto/Won Max Stress Ratios Summary of Moment Values Summary of Sher Values Sagriem Length Span a Al V Mmax+ Mmnx• Ma Max Max MnxiOmepa Cb ma Va Max Vrlx vnxiDn egg oomy Dsgn.L x 18.33 ft 1 0.100 0.011 2.69 2.89 45,00 26.95 1.00 1.00 0.59 88.09 52.75 +D`L Dap.L 2 18.13 ft 1 0.416 0045 11.22 11.22 45.00 29.95 100 1.00 245 8809 52:75 +0+0.7501 Dean.L 2 18.33 ft 1 0.337 0.038 9.09 9.09 45.00 26.95 1.00 1.00 1.96 68.09 52.75 0.600 Caen.L 2 18.33 ft I 0080 0.007 1.61 1.61 45.00 26.95 1.00 1.00 0.35 68.09 52.75 Overall Maximum Deflections Load Combination Span Max."Dell Location m Span Load Combination Max.'+'Del Location in Span +0A. 1 0.7708 9219 00000 0.000 Vertical Reactions Support notation Far tell sll Values mKIPS Load Combination Support 1 Support 2 Ovemi MAXimsa 2.448 2.448 Overall Mltmum 0.352 0352 0 Only 0587 0.587 +D+L 2.448 2.448 . +13.0,7501 1.862 1.982 +0.600 0.352 0.352 L Onlyf,�7 1.861 VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 78 • Protect. 1MO 1A:NVV000 C V CE r; UV:KC Shcet Ao. 6,4jV I S T A Ioca:u n: C1TY or r:cAA77 Date: Not, STflUI TUR AL— Client:C:BU MIL Nft6C75 Nerved: No. �y71$1fL G a 1ct)I 'S 1-1ECiG 5i✓LpU&-tisrZ To ' eta_ !`11,a. a Js?oi • iew OF $TAR it (.7/ L l/hI k (D t L) From 6.M. N)ett_ys s aYi(k 5t S s ttus 6641AI 12.0 = J, o 2 S.,bs = /Po 1. r ,Z n, SC, S ( . .2.2362_ 5-8)) �r ►�t , t -- M�r5t 6-iY3(r2.7/ Erlo � '= d ( yzo)l .,, o) 3100 O. fi al/ v� i • VISTA STRUCTURAL ENGINEERS MOUNTAINWOOD HOMES TI Page 79 • Yv1 prpjett: mourtTA�MWftY OFFICE tt BY:KC VISTA Location or,or TRt? Date: Rio STRUCTURAL— Chant. 14HCHtikC1 Nevned� No_ I JT i1 I s2 4- � I `� Date: 1 :}(-% r 1rZ G-1444‘23:1aw11. ( NDS ;016) izitIL t//7 (k) = L/d IN Ls. e- CTaGt (iO.APLC ) w �M+ax - 200/z -0- 206(410 -* L{, 5yg.5- f,7 ill.T Le> v 11 =4/St L/1. ' ui r iY x 14-14AL �� = 0. 7� LJ iRk t. �T g 1u 1,1,Y f C, = .S ins g " _ l01,R t P • Cr.�+--b steetAL LI) = 2zS Lg/,1) Y = . 7610 I) 5r SZ t, ,S 2 �� c Lr i DC - /. iL 04. C•k{fr v "tVc.E,tbs Z(it / '/ L-6 ('1 t44-t- t'.t ikk) 1 302 24-I s4. 4.C✓f l'l'I .tvM/f! 4� ��Q�1^7K O� �}}l?C T iNktN = IDS = at7 i%d It) U A LL3 l..t sf...)e.E L�a`�