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Home My WebLink AboutStructural Calcst &l.i.ae*\dil-¡*¿l'¡¡:,1,',.,.:,,.,, .,' STRU CTU RAL CATCU LATIONS Ll¿,1-¡sr¡ N ¿ i nr; lingi r': c*:r :r l':j1'\i( 1.1'.,'.i' 1q,. -' ,\1.\f: l';r;i l'-t ¡ il.a ì¡;i¡'! i".rt;lìl'tr. (-. I ¡:.r'j,": rt¿t¡ :.1.-¡il,,jrj r. grr.,,rli,,.ì:.rrt. r¡,i, RECËruED ,",înii,,.i,?,'.P,iffi,î $ e,** L, * u *ee# r -n¡cr-: PROJ *l tr, *t ,4*n o Ên*e*t (-t,t f?,-ilnts,tl LOCATION:4q t L|tr-rt ,4spool Òe I lsir- N n Lucille L.Digitally signed by Lucille L. Hunter, P.E. Date:2021.08.24 1 0:36:34 -06'00'Hunter, P.E. ATÎËNT¡ON: This engineer is nst responslble for on site inspection to assure compliance with the materials or workmanship specified herein, This engineer is not responsible for any changes in the plans or speciflcation¡ unless approval is authorized in writing by this engineer, Workmanship ís to be of the highest guality and in all cases to follaw accepted ccnstruction practice, the lnternational Building Code, and local building department standards. Please review all pfans and specificatlons priCIr to construct¡on. JOB fra ttq f lì å, engineering H t r"r¿ AsP,t*, Zrt*tr* ODISE^À LLC planning design n**,Jvus ?abl ,| /1 L:)l ¡ Þt: l 4bM-{,ry'\ ) I I t"fw,&T " 4ql {tu*t 4*rr*, he,p's GLgxtt^:Õlrîb SÊør-c, gr CÐ &la*l Gtsç,¿Frs (ouorc-/ Sots lßL â =/o P*æc tst* 2t &*&{ÊlÕà/ot/ 3q, ¿+q 7 o N / - tov, /a3 .N f v/ þa3 T k-2t,5 4 pq=f7S -+pl-VSM\., l7.xF ( i/S br.f j-| h/¡¡vb. Sù g t- L*' ü, ssl 3t " {Terr:*.r "b**le¡ , ñFl I fn\ èy K, Õ, RV t-fl* -Itrts*¡Ps*sÑ , 1- ll" - Z I : tv¡sg" - ts>< T?3 er " Bt*r'*: tr{, 3 d sOA. fv(ctszt¿Êli * -É¡*tr¿=r: Sña Ftu¡- P{s¡A &f -r-.o ¿Ðç7?5ñb L/tT: ) fr &¿í'Vcvr¡Õ, &L ¡\Õ þ'*.tp4 ftU-.{x-,J ıo¡u ß¿e $, øt:n trãF lþ " w tnt ryf" ¿ü /&ñ{ ¡ ?4 " >, å4 " ,o*N f¡¿ryq .}>æA lãT'rÞ\ Æ**lfiÊ- þ ff.'ftv t&..ff-t WtN. '3æ 5Ð6: ftawt ße6 t^¡lt?L5 *ls¿-tÊ JT:. f'Êeæ, Cî L JC;*å, C é T'r-rIRrr s"r'lìtiËT. / PÂONIÀ I ÇÖ / 81428 t?0.52?.9540 * \)f\vv/.()Þ:.sl]ÂNå'r.cÛM 4î{d It câ¡ iì¿e€ I?a' ODISgÂ. LLC engir¡eeting Planning desig* t.rt. ã /, ltç" t,,",>> tã* & Ðqs Date:- :::::' '14,t: /)**{*r*- :(ltn" 7qt Z l\ 5ls û .v .25"5 tr *l 3,Õr? t,ft, ¿fr 4,tZ /-7 Ðl /'5 f.l I" l7 { //t¡21 * 7ú: b) (( lt " &I::tsüzÐ Ø ::j * ,/5, zs rr "l((lt" Kl {¿tsoo : ,/1 Ðn('o*,r.t, K*¡. K,ùC'F:l l 3,o rr t.t{, ta l: tZ #,' ¿1 " ø. t,* t^r;..{ þonr) /-a5'g)* 47Dt- I?û,2,{ A ö tt- ¡4 57 Ucs¿ {( Ku^T i ! 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[ !sr1!t.nca gf 1-30ååt Ë<9ñ Oâ4 ¡5.2.3.5 1å dÔc et4aldç¡ed Hàxlmr¡m Rercllon¡ flbsl and Support BeÊrlng (lnÌ: s8.-t.ô9. ¡3'4' Fë|, !0' )q 3'1l2"rtû" tupPode: Âll - TlmbåÈsn 8ffi, D'Fk-L N0,2 R!ôl þld 6Þà{åd 81 10. t/ài Told lûmlh' ?ô'-{E0'; Cl$r Ðm: 3rr.49', ¡41ü.¡1't"; F¡ldli 'ltlâ Thl. ..rtler PAggEg tle drrliñ aodâ ol¡rcl, lt/UÉ ' ç,?t¡/}{r . Ô'ûåu-t! lis ¡3ôsûtf05f ô. å?:, i/364 r,65 0.¿x 1ù 1nlreântlr. ¡nqêtlsr Livê 1ðiåt 4 0 L/sos LI}Lá L/16 l .9{ vs, Allo¡yâblê Str€rå and Def€ttlon NO8 ãrt : 36ßctrt{*¡r lc *3 : D*s ita¡têr4t !â} ãd¡dlrEi-tt lC 13 " *+S ûêfl€Ëtlôn! Lc *9 * lllvô)tc *l - {çoÈâ1¡taali¡g ¡ SugFôlc f _ !C *3 - Þ+3 (gÀgteln¡ *6Jgqgpalt2*itN2*Þ*s trd.âd Þllvç -g;.gu*r t*"*tn¿ l-lt$tù€s tl*¡a$t ¡ivê l,rconcântfôltd Ëàéò.i¡¡gBtk! Â11 l¡t¡ ãrå llâtrd ln thê Àâr:té15 sstput'uad Sqtteç¡¡¡ +-9l?¡ X-L+g ori !*t¡. -*¡o pà!Èêh lo6d ln thLr !Få3 ¡oa4 io¡¡¡¿nitre¡c: ¡Ào *"1¡ !rø À5cË 1'\4 2,1 I I8c à01è ¡6Ù5'¡'? CÄLCü¡.qTlOllSiv M{ . !6ö0 ¡þar {{+l " r¡{5 1}}-!!¿ Ht-t * È3ó lbt-at ¿1 r 1219,80ê06 lt-tr^¿ (- {û,ète¡ü lþt 't!v!d d*flôð¿iên i* dqç Èo nll ¡o¡-dôád 10¡d¡ {llv!, råFd, ¡nôH*! ?èi¡t ¡lêt¡êcr¡ø't's dôÀd t "¡tvô"¡héÀr dgalactloÞ l¡ bãsçd ôß ¡ fo!fru¡å lór ûnifon tô*d:Fl otr ¡ *!ng¡' tpåh ånd Lt .Þp¡æ!mk te! a*hû! ¿çndaÞ9 Êèñdlt1.nå. cr qf!Þatã:cl 6! tcl J nãoffi: F/Ê 6! q!{ Cl cL vr t53ç :,4{ltz< t3030 1,00r,{-- 13050 ! '00¿l 12?5,0 e¡:ålèðtulioñ dlrâçlèn f¡e!Þa t9r gnàF ¡ôâd . l.û4 CñlflçAL LOAD c0¡tlsl}'tAf iôNâçhâr¡ : Lc *? ù F+¡ :' ¡"ç0..:o t:t¿ t,0o :.û0l !d1,lt t. 2. 3. Not6¡: 6mfildâ loryour åpdhslon, for l.rolfl d!d0n. Eá(tr srwd l"rold produ*f dgYehp6 BrdNsIhllåIlr¡ê öædl€tlðnÞå9þn 20rû),NDS ÐSI9N su!þlsmF¡t.{NOS&fdånæI'toctllh ths èdldlm Codol¡lon¿llmàl ¿0tû).0ac lånlt,ô!loñð¡núaduma tff â vô¡tl6 SÞorol olio.tr l.þiß d6¡grIrænlådF'lsffi lht l.JoMM propdr{sr? dmþn vålÉs,Ëê{1m81øplËÍûhÉrT Þúðr¡8,¡.rYol co¡rPÂtûl QdlScr" Ltc P.O. Sq tE¡¡S Pffit¡, co ö1a28 (e70) 5:745,10 Jùm 21, 2021 t5:${ tfioJEcf RånêLt?3.6.nvrå@lffoodWorks* $¿)f¡kÁtf ir}s lYfifln ,¡fi.;ü tocat!at 9ngil Loådr Dgslgrr Chåck Gslcul¿üon theot Wo¡{twotls gktræle (Uod¡lo 1} 444 t:11ð?? 135!L222 1 ¡.*0 tåû.t3 îot.l cÞ û9qd SrpFsrè sùÊForeh¡d corúL6!tth }tta rãqrd 1.00 {3 ó,?3 o. 13'. r65.l¡¿¡ncê 6t 1_Jo15t fras 086 ¡5.?.J.9 lt sde ¿ontldçtfd llr{mum Råsctlo6s tlbs} and Support Boarlng {ln}: ?8,r"12. 23'ð'ô. BCl. e9, X. e{r10"r10" SÍplotl8: Alt - Tlm!.Êtoi E!rn, Þ.Fb'l- No'â Rær lol$ 5p8¿.d fl 1ã dàl lotd nngnnr æ.r,ef; c¡osr lpûnt tr1'lg*, ?¡&8.38'; P¡tøh; "1/l¿lùli ællôn På88Ê.È lia ùllln sodo ch.ck. Ë! *5r0 ðãt0 J.þ!-ft ı.83Í/lt¡ ü/H¡0.0& ? 0¿:all ô.'?9Ð,6å ¡.032i 2t' û.s1 - l,/36ô 1.6å * &/1Éc .añ 1n in ¡a¿€¡iùÉ t¡t.Îsç¡fcåht1l. llr€ TB. Allowåbtr Strelt and Þotlest¡on frllt8 t'016 r CFIîCAI, LgA-o COr¡lBJ¡¡ATloNs:3he5r : f¡C i? ¿ Sts trô.ll¡çl+lt ¡e Ìl . Þ.S ¿FÀltatÉ! *at SsedlBgl*t ¡ lc t2 r gls 0è{ì.c!1où: tç ç3 ¡ ttteåj Lê ë3 - {r5tÈ1} 8.¿r1ñd : suFPort I - lc dj " n{S (Fñt!ôtn! 3tl SuÞPo¡! 2 - lC 12 -0.6 ð,dê!d þIh; 'iLu.oç Xq-f¡g :'¡!pðèt trð{ðdl 11!ô k'censçn!¡åted E-ttrl¡ì4{*kq àtl tf I r å!ê llrtÊd ln È1. M:ytl¿ ôutPüt lfid gn(Èqrñr¡ á¡gy'?, X-ì*S cr !+l¡r, ='nÇ PÀ!È!!n ]oåd 1n thlt rÞtt Già ¡qr¡¡t¡¡tlon¡¡ ¡ip ¡¡clc frd Ncs 1-16 2.4 I låc 20¡+ 1605'Ì'? LCIr f, 3 Addltlonal Dåts: :oc{!q r.û9:,,tût.!i¡ L,tt) ã ¡bå-ft¡ fi{ Õ!È{g lbt ?ûÈt l{c {ó. {f¿;þr-f¡ et1 ,11 riñd.iosd!f!!st *1ir¡dtë¡unl SPðùrin9l€londlñülg¡sulft3ha{r cl!gAmom¡ rlÊ CD CS C! cL cr V. :!?5 l. Aû¡t!+ ð9åô 1.0úH¡- ttio l. û0 EI 8ó0.0 rdl}!Þn erltoÈ du!ÂùiÕ* aqqlo( fot leêw ls¡d - 1.0Û C( .loo 1" a{ Dsslgn Notosl t W,pîW*|€ *u¡yug rnd dê{¡ig¡ åß fn aøldôM ufih thê tCC id.üaìfo¡¡l Bllldlr{ Codo (3C 2olt)iüo Nãlhorl otslorl gÊðdfcslþn {ttlo$ ¿01ð}' 8rÉ t'los tßlgn gu¡dðñôú. 2. Plo¡e vârlly lhsitho dðlåult úattedloñ lfils åE st8rpfliets fø yo{ spplËtl4 . - *ñì16r*, ¿. SLoPÊO iÊa|l8: lêvól b{ár,ôo ìr ruquin(' ts tll COMPÀÎ{Y Odbr¡. LLC É.O.9ôx 181Ì9 Þffit,ç0.81{29 TTOJËCÍ Rrfltr-Ll ?.3.sÂ¡ò@TrVoodWorks* l(ftsáaf f*r{ wÕr êf5jl;¡f AYÞ' ,å.tôtu11 Þealgn Çheck Gãlcr¡lål¡Ön th9€t woodwwk5 Slr.rtolB (Urdd6 1' {ô,¡t¡i3{0¡t5 \43tt2t6 û.ç*r,r,16 ¡,ll¿ ¡.00 82 +,ð5 3ftd fıêtor6d¡{.tå1 Þ¿ârldq r C¡pô+ll¡/ J9¡r i 3uppo¡i hôçrh Hin Éqtd Rôâcl!¡!rË 1, üù *3 0,12 0" ?!..:,1€ 62t ¡çtirt¿n& ct f'Jçå!t l.qñ ot4 !t'?.3.3 It nor eêñ*j.d.tsd l6ülmuü ReÉctlçm {lbB} ând 8t¡pport36årlilg (lrit: tt,-1r.31. t1{"d Bcì' s00ü, )ç 2-6¡10'xfe' a{ppodl: All . flnþoren Båm, û.Fat L N0'? ßæf ¡oh rp¿cîd s! 1û" êto; fotot f€net¡: 2lrt!,3ti Cþu 6fffii t'"?'6å', 19'ó'gl': Þllch: 'dt2 thb ecllon PAà8É8 lhl dtrlgn cod. Èhrcl' ibE-fi tVXr . t,96¡tlxr . ù,0rã2?l 156H ¡lr Ét 0. tÕ\lt7aLl¡60 tt t1t I 0 66 û, 0.63 r,30 lÍl¿ 1D lntarlor Í,!vê¡€¡¡¡entll. Lrv. vs. Allô'wâblå gtrÈt8 ånd Dåtlgctlon NOE 20lt Åddltlonål Dâta: ?Act{¡Êtr rlÉ co cll ct at cF cfs V! å r15 l.tûl{r+ 3{t5 1,00l{¡- 54f5 !'00Þ: ð3S.t ù1!ltÕn c{ltpm durÀtfon fÂclo¡ lo! sDfl loâd ' I.00 CR¡TICAL LC,4Þ çC{¡BIIT4TIONS:$hc¿È r lC lt . ö+5gôndiô9{*t ¡ f,c 13 . Drs iPattôrnl 3tl 8€sdlndf-tt Lc lt . Ð'3 Þrfleetloni Lc *3 . íÌlt{¡tc t3 * ltol.ltrgÊArlÂq r s{tFôsË t - tc f3 * 0f9 {pÀtt.rñ! flt 5úfpôrÈt-lc13råis þ-d44d !"tiw åi'¡noç H-ersé t*1úpnrç L!-:4êf :1v4 Lc'cå*c€ntrÀÈtd l{!:thiF À!I LC'! !râ ¡lsE.d fn thc kålyó¡ã 4üEpul tè*d p!elçrh.! s.g/:, frl+s ÒE L+Lx. -'na PâÈt.{ñ 1Û.d ln lblã 60nn tpad çorôl¡açlen¡¡ ^ËB tsrl4 fÌm Æc¿ 1-18 2,1 / IBc ¡01å t6Õ5'¡,? cAtcur.^Troñs: V MK. ¡096 lb'¡ l{(*t - 52?t lbs-fri Xt-) å 156 ¡bê-flq! x 6:5,oÛst$ tb-tn'å K. ,16,Û¡ùðd lbstrtlvë' dollãslìo¡ :a duê to .l: non_doôd toàrir {¡¡ç, såtrd. .¡oÞ-"1 tÞèál dâll¿¿t1s* - l,t d.rd + "¡¡eå"¡¡..i à"¡r.çt¡.r r, båû,d ãr . a{!hs¡* get st*f,ç3þ ¡è.4¡Fr ÞE ' "ôtL tpÀñ ûtÊfgxtÞça io¡ ggha¡ ¡sðdttg Eondlllont, ¡, S0 ì -oó q¡cl. gþ ¡,ef 2 3 Ì.4$ l"ôs r. ôð !, ill h4 Dåılgn Notss: z, iidu r¡¡& {raih* dafå[i dãl¡.dþn l¡nltt sF ¡ptþFl8(o fer vou. srdlst¡m . . l€v6l ùôåtllt ls Gqultld COI'P¡JIV odtsô¡, llc P,O, 5ôx ItoË Pô€{llr, co 91a28 (0?0) 52?.4510 &ne2l^20¿t 15;58 RslroLL!3.2Í.$uô PRq,ECT @ tffoodWorks* Jmwån¡ rof tlôoÕ o¡a¡(;ù 1!&È Snos Yrt Load¡: Deslgn Chetk gilculatlon Sh€et Wo.dworþ 91ffi 2{¡l¡ {UFdsla f) uÞt¡çteþdt Þ!¿d ¡ts F¡cqo¡adt Þça¡ttg! C.9ãèl l} üelåt 9uÞFg¡t kã !¡¡¡o luFpoÊ tãad sú Lc¡r*thrur r{q'dcb leprr 91ô 1{ 90 199{ FÇ¡cl¡tr$ë ¡,0* *3 t'11!, ??!' ¡,16 6à5 n ¡érlrtå4.ê of f-lıi-ù tËÕh ðà6 !5.?.f.3 tt ñôY cônÉldıtnd ts9 { ¡,d0 riâ t. r,t,19.'l.t6 Uåxlm¡¡m Rescdons (lbt) 6nd Support Boårlng {ln}: f¡at 2or I $13'ü ttl' 60ÛC, X' å"t 18"x1ü" 3uÞporb: Àll. Î¡ñbdret Bqm" Þ,Flf-L Nö.2 R@f iûtsl spaccd rì ¿4! îrrá ldd lso0lh: t?'-I.29'i Clrtr t9¡nr 31!'32", 1 tr10.57'j PÍ4h¡ -{¡1 2 rhþ Ç¿tloñ PASseô $r d.d!û 36¿t cû!cl' 8r ' 3{93d l,l â.31 ô.35 {,1? * t/98t L/36tilrS¡ tl¡6d 0, 0. û. a1 93 tn1t È¡ntl!, Llv! :nriÈåÞ! ltvêtãLðI r'toð rort Iv8, Allowabls 8tßes ånd oôfl€tllon Adduonål Þtta:cfrt 1,01 !.0û r.ûû E/tt! 13 5i93 L! 54È5 635.0 tÈlt 3 Èx et tL cF Clu çl - r.rû- 1"ÉS rÂcæRgt ti¡ ¡g¡- ¡, iit,0t 6!:1!ånCú'iæ d$!¿è10ü 6ÀqtâË lar 8nðç Isåd - L3Ô CRmCÁL LOAD COMBll.¡ÂTO¡lSlShs.d ! Lq *2 - D+S E ñdlng{+)! Le *3 ' B+3 ip¿tta.Í¡ €ûl k¡rdlngl-t ! LC &: ' D¡3hf¡octlın¡ LC f3 - (!!v+r ic *3 - (iørAl I gn ånd ÞË10nNrê Srpdgmônl.(fiÞg 2018), tliÒû v6ül0n 8¡:å¡ot 0l¡rf0tðúâa*Plrás for l-rôh dãslgnt.löj3tha mtnlfa(luG. Odisea LLC P.O. Box 1809 Paonia, t0 81420 (e70) 527-9540 lucy@od¡6êanol,coflt 0Ë.îCRlPTlOtt: Comm, Rm, Ridge Beam Projecl Tille: Engineer: Projecf lD: Proiecl Descr: F.,nled: ?2 i0:3sAM Steel Beam tNc. Calculalions perAiSC 360-16, l8C 2018,cBo 20{9, ASCË 7-1S Load Combínation Set: IBC 2015 Illaterial Analysis Method : Allowable Strength Design Bearir Bracing : äeam iç Fully Bräæd ãgêinsl lateral'torsional buckling Bending Axis : Majot Axis Bending r)(o.47\ s( 1.763)6"--'-v*-.--ã-1' ;SteelYièld Modulus: 50.0 ksi 29-00t.0 ksi Fy F. Wâ4x76 gpan = 37.O fr Applied Loade Service loads enleted. Lùad Faclors wlll Þe applied fsr calculaiions. Eeam self weight calculated and added lo loadinq "t*ti:ir?ffilii#"1J" : D= 0.30->0.470, $= 1,12s->1 .763 k/rr, Ëxtent = t.û +> 12.0 rt, îrib width * 1 .0 rt uniformLoad: 0.0.470, s*1.7û3k/lt,fxlent=1?.0->>19.011, Tributarywidlh-1.0ff Uniform Load: Ð*Û.43ü, $= 1.S13Uft, fxlenl' 19.Û*>>37'Ûft, TilbutaryWldth = t'Ûñ ÐEStstrt SUMMABY Maxîmum Bending ålresç Ratio = Seçtion used for this sPan Ma: ApPlled Mni Omega:Allowable Load Çomþin¿tion Location of ma,rimum ott spån Spon # where maximum occurs Mäximum Deilection Max Ðowrward Transient Ðetlection Max Upward Trensient Þeflection Max Ðownward Total Defection Max Upward Totål Defloction V.7*2:1 Wå4x76 370,061 k-fi 4SS.û02 k-f *Ð+S 18.394f Span # 1 Maximum Shear $tress Râtic = Ssction used for this spån Va :APPlied Vn/Omega : Allswhble Load tombination Location of maximum on sPan $pan # where maximum odcur$ å89 >=360 0 <3ô0 ?9S >=180 CI <190 ê"18S : 1 W24x7Ê 33.6û4 k 210.320 k *ü+S 37,Û00 fi Span # 1 1.139 in Ratio = 0.0û0 in Ratio = 1.498 in Râtio = 0.000 in Rât¡D. Maximu¡n Forces &Stresseç fcr Load ecmbinations Logd Combinat¡on $egmentlengh Spanf M V Mmax + Mmax - Ma Max l¡latVaRmcb D Only Ðsgn. L = +Þ+S Þsgn, L - +Ð+0.750S 0sgn' L = {S.600 Dggn' L = Overall 37.00 ft 37.00 ft 37.0û ft 37,00 ft t.177 0"742 û.600 0,ì06 0.045 0.1$8 û,'lã2 0.0?? 86.1ô 370.06 2S9.59 s2.89 e0.16 370.06 299.59 5t.8C 033,33 833.33 t33.33 833.33 49S.00 499,00 499.0û 499.û0 1,00 1,00 1,00 1,00 r,00 1.00 r.00'1.00 s,45 39,ö0 3?,0€ 5.67 3l$,{8 315.48 315.4t 315,4ô 210.32 2r0.32 21A32 2lû.32 l$aximum Deflections Span Max. .- Dai Locaüon in Spân Load Gombination Max,'+'Dsfl Loællon in $panLoad Combinalion 1.497fi ð,ruþ 0.00tx).ro{s Vertical Rçactions s.410 5.66S sup$rt notäti$I : Farlsfris #1 Valuæ in XIP$ 0.000 Load tombinalion $upportl SupPort2 uvêtEfi ¡vtA)$mum 0verallMlNimum J/,Ðþt 39.ötlq 0disea LLQ P.O, Box 1809 Faonia, ÇO 81428 (970) 527-e540 lucy@odisesnel,cÕm Project Title: Ëngineer: Project lD: Projac't Descr: FrintÊdì 22 Jutrt 20âl 10:3åAM Ccmm. Rm. Ridge Eeam Stesl Bsam &r[d:1?.?0.8.2ô Vsrtical Reactlons nohtion I Fâr þn þ #'l Valuss in KlPs Load Comblnalion t Support u unry +g+S +Ðr0,750S {û.6@ SOnly v.u1ð 37.5û1 30.42S 5.410 28.545 u,¡l¡lo å9.ôS4 â2.065 b.668 30.1å8 Odise¿ LLC P,O. Fox 1809 Paania, Ç0 81428 {970} 527€540 lucf@odiseanet,com Projecl ïtte: Engineer: Project lD: Project Descr: PrintGd: 7JUl2021 4;35PM Steel Gslumn rNc. 1 DËSCHFryþì¡: Column Supportinç Comrn Rm Ridge Code ReferEnces Calculations per AISC 360-16, IBC 2018, CBC 20'ls' ASCE 7'1ô Load Combinations Used: IBC 2t15 General lnfqrmation StoelSection Nane : Analysis Melhod : Steel Slress Grade Fy: StoolYield E i Efâs& Bending Mdulus H$S¡tx4x3/16 Allawable $trength 36.0 ksi 29,0CI0.û ksi Overalltolumn Height 18 ft Top & Bottom Fixily Top å Bottam Pinned Brace condition for deflection (buckling) along columns : X-X(wid&)a<is; Fully braeed agalnst buckliog ASOUT Y-Y Axis Y"Y (deolhì axis : Fufiy tjncis against buckling AEOUT X-X Axis Anrlied Loads Service loads enterÊd. Load Factors will be applied for calculations. tolumn uelf weighl included ; 16Û,560 lbs ' Dead Load faclor AXIALLOADS,., ,{xial Load at 19,0 ft, D = 37.60 k ÐESt6tr¡ SU,l{lt4AFY Eending & Shear Gheck Retults PÂ$$ Max. Axial+Bending Slless Ratio = Load Combiflat¡on Localion of mar,above base At muimum locetion valuðs are . . . Pa l Axial Pn /Omegå ; Allcwable Ma'x: APPlied Mn-x/Ömega:Âllowable Ma-Y : APdied Mn'f lOmega:Atlowablo 0.679'l : I D Only 0.0 li 37.7?0 k 55.âJT k 0.0 k 0.0 k 0.0 k 0.0 k Marlmum Load Reactlone . . Topalong X-X Bottom along X-X Top along Y-Y Bottom atong Y-Y Marlmum [oad Oelectlons... Along Y-Y 0.0 in at for load combination : Âlong X-X 0.Û in at for load combinalion : 0.0ft abovebase 0.0ft above base 0.0 k-fl 6.593 k-fr û,0 k-ft 6.593 k-ft PÅåS Maximum Shear Stress Ratio. Load Çomþinalion Localion of måx.abovts base Âl maximum loætion valuæ â¡e , Va : Applþd VnlOmega:Allowablo fsad Combination Results ö"0 :1 0.0 0.0 tt û.0 kû.0 k Load Cornbination Maxi{rum Axial r. Bendino tlress Ratios Stress Ralio Statut Loeation Cbx Cby Maximq,m Shea[8ali0s t<kt-x¡Rx KyLylRy stffiäı-Eiãilî*[ocation D 0nly +0"600 Maximum Reactions û.679 PASS 0"407 FASS 0.s0 ft 0,0CI fr 1.00 1.00 1.00 1.0ô t.00 0.ü00.00 û.00 0"000 PAss 0.00 ft 0.000 FASS 0.00 ft non-zêro reactions âre l¡st€d.Note: 0n Load Combinalio* Axtal Reaclion @ 8âse X-X Axis Rcadion @Base @Top Y-Y Axis React¡on @Êase @Top MX llloments Moments @Base @Top @Base @Top DOnly {û.60I} 37.77ç 22.662 Fxtreme Rsactians Extrome Value @ Base X.XAxls ñeaclion @ Basê @Top k Y-YAxis Reaction @ Base @Top lIx - End Momsnb h-ft @ Base @Top My - Ënd ilomenß @ Éase @ToP Reacton Itam ãim@ı?tss*- ----** lãlimum" Minimum Reaçtìon, X-XÅxis Eaæ ilaximum ' i,linimum Reac,tlon, Y-Y Axis Bas€ Maxlmum" Minimum Reaction, X-XÀxis Top Maxlmum 3l,f tu 22.662 37.779 37.77t 37.7'f0 37:t70 37.ïTt Odisea LLC P.O, Box 1809 Paonia, C0 t1428 {s70} 527-8540 lucy@odlseanet,com Projec-t Title: Engineer: Project lD: Project Descr: Frintêdl 7 â0?1, ¿;35PM Column Supporting Comm Rm Ridge Steel Column Lic. # : KW-0601 Reac{ion* Axial Exlreme Value @ Sase @ Base @ ToP h Y-YAxþRéadiðn @Base @Top Moments t-ft @ Top [4y - Ênd lÀomenb @Base @ToP M,(- @ BageIt€ñ----r-*37.77û 37,n4 3't,770 37,774 37,nt 37.770 37.770 37,77û 37.770 37.770 37.77t Minimum ìIaximum Mlnirnum [taxlmum Mlnimum lvlaxlmum Mlnimum lrilaximum Mlnlmum It4åxlmum Minimum Beac{on, Y.YAx¡sTop Msmeol, X.XÂxis Bass Moment Y-YÂxls Base Moment X{ Axis Top Mornenl Y-Y Axis Top lYlaxirnum Deflections for Load D¡sÈnce f'ilåx. Y-Y glêflêcliofl nþhnce D Qnry +0,600 SteelSection {.l.0txJ0 0.0m0 HSS4x4x3l16 ln 1n 0.000 It fl $.OH¡lo 0.000 fl 0,000 frû.ü00 0.000 ln ¡n 0.174 in 4.0û0 in 0.187 ¡n 2.58û lnr2 9.420 pll 0.000 ln xx Deslgn Thkk W¡dIh WallThick Areâ Woþhl Ycg Sxx Ru a fyy 9vv Ryy 3,10 ln^3 1.550 ln 3.ô70 lnÁ3 6.?10 lnâ4 3.100 inÈ3 1.550 ¡n c 5,070 lni3 Sketches +Y +X ıa.f 4.00ín Load 1 : : : : I't ¡ Odisea ILC P,û. Box 1809 Paonia, C0 81428 {e?o} 527-9540 lucy@odisaaneì.cum DESCR|PÍI0N: Workout Rm. Ridge Beem Project Title: Ënoineer: Prüecl lD: Project Descr: 21 JLiL 2S?1. 3: Steel Beam Softrrae COÐE Öalculations per AISG 360-16, IBC 2018, tBC ?019'ASCÊ 7-tö Load Combination Set: IBC 2015 llllaterial Properties Analvsis Method: Allowable Strength Design Eearir Bracing : Beam is Fully Braced againsl laterattorsional buckiing Bending Axis: Major Axis Bending rSleelYield; Modulus: 5ö"0 ksi ?9,000,0 keí Fy E: w14x2e Spån * 21.O ft Àpplisd Loads Sêrv¡ce loads entered. Load Factora will Þe applied for calculalions. Beam sell weight calculated and added to loadi¡g Unilorm L¡ad ' D =0.26û, S.Û,9750 lrlft, Tdbutary Width = 1.0 ft ÐËs,Gfv surl{,tlråRy Maximum Eending Strè$$ Ratio = section used for this span Ma : APPlied Mn/Omçga:Allgwåhlê Load Combination location of mäxirnum cn sPan Span # where marimum occurs Maximcm Deflectisn Max Þownward Trånsient Ðefleclion Max Upward Transienl Detlêôtion Max Downward Tolal Defleö1ion Max Upurrard Total Dalleclion ü.â93: 1 Wl4x26 69.513 k-ft 100.299 k-fr +D+S 1û.500ft Span # I Maximum Shear St¡ess Ratio = Sect¡on ussd fror thi$ sPâ* Vâ : Applled Vn/Õmega I Allowable Load Combinalion Location of maximum on sPan $pan # where maxirnum mculs 4'17 >=36t * <360 3?3 >*180 û <180 0.'lû7 : 1 1iVl4x2Ê 13.241 k 70"89û k +D+$ 0,000 ft Span # 1 û.603 in Ratio = 0"000 ¡n Ratio' û,780 in Ratio = 0.û00 in Ratio * Maximum Forces &Streeaes for Load CombinatiEns M0rÞnlvalu83 ofMax gt¡Bst Rãliog spån# M v Mmax * Mmar - Ma lvlax Mnx Mnl0mega Rm Load Öombinalion Segment Lengtlr ooñiy -*-- - ûsgn.l = 21.00 ft +Ð+S Dsgn.l= 21.00ft 1 0'633 +Ð4CI.760S Osgn.L= 21.00fl 1 0.5$9 +0.S0Þ Ð¡gn.L= ?{.00ft I Û.0S4 ovarall Maximum Deflections 0.157 0.04? 0.107 0.1s1 0.û25 15.77 69.s1 s6.0t 9.46 15.77 69.51 rs.0ü 9,4ê 167"$0 167.50 r6T,ı0 167.50 100.3û 10û"30 100.30 {t0.3s 1.00 1.0û 1,00 1.00 1,00 1.00 r.00 r.00 3.00 't3.24 10.û8 1.80 106.3¿ 10t.34 106.34 tû6.34 7t.t9 ?0.89 70.89 70.89 Span Max.-- &n Location ln SPan Load Combination Måx,'+* DÊll Locathn ln SPan Loåd Comblnat¡on I 0.7802 10.560 0.0000+Þ+$ Vcrtical Reagtione Suppod notation : fsr lefi is fT Values in KIPS 0.0ü) Load Combinålion Suppo¡t 1 $upporl2 O'verall [,lAximum Ovsr¡ll MINímum 0 Only +û+S Ð+0,750S +û.600 $ OntY 1.802 3,003 13,241 10.ı81 1.802 10.238 13,241 1.8t? 3.003 13.241 10.ô81 1.802 10.238 Odisea LLC P.ü. Box 1809 Paonia, CO 81428 (97û) $27-9540 lucy@odiseânet,coßl Projecl Title: Engineen Projecl lD: Project tescr: Printed: 1€ AUG 202T, 12.30PM Steel *laam Soñùæ DESCRIPTION:Fntry Hall Ridge Seam' $PANI Calculalions per AISC 3€0-18, ¡BC 20f 8, CBC 2019'ASC* 7-16 Load Combination Set: IBC 2015 Analvsis Mêlhod : Allowable Strength Design Bearir Braclng : Beam is Fuliy Braced agåinsl lålerãl"lorsional buckling Bending Axis I Majot Axis Bending Fy r SteelYield: E: Msdulus: 50,0 ksi 29,000.û ksi Ð(2 3) w1sr46 Spãn = 31.5O ft Service loads enlerêd. Loed Fsc,tors w¡ll bs appliêd ior calculstions.Applied Loads Beam self weiqht calculated and added to loâding Load for $pan Number 1**ï;;ñdülioi* rouC : 0= 0,34û->t,05Sû, 5= 1.275->0.2t60 klft, Ëxlent, Û'0 ->> 17.0 ft, Trib lridth' 1.Û lt varying uniforrn Load : û- û.û56t->0.225û, S* ü.2060->0"8440 ksf, Extenl = 17.0 ->Þ 31.50 ft, Trib wtdth = 1.0 fl Point Load : t= 2,30, S= S'584 k@ 17'Ûft FFSIG¡¡ SU¡tt¡1,fÁRY Maximum Sending Stress Ralic = SêÈtion used for lhis sPan Ma :APPI¡ed MnlOmegã:Allowable Load Combination Location of maximum on ËPan Span # where maximum oscufs Maximurn Deflection Max Downward Transient Dellection Max Upward Transie¡t Deflection Max Downward Toial Oeflection Max upwatd Totâl O€fìêction A.674:1 W18x46 152.596 k-Ê 228.257k-ft +Ð+t 17,01Ûft Span # 1 ç.148 : 1 W{8x48 1S,262 k 130.320 k *D+S 0.000 fr Span # 1 Maximum Shear $lress Ratio = Seclien us€d fcr thls span Va : Applied Vn/Omegâ : Allowable Load Combination Location of maximum on sPan Span # where naximum occurs 40S >*360 0 <360 303 >=16¡ û <180 0"922 in Ratio' Õ.û0Õ irì Ratio = 1.248 in Ratio = û.000 in Flatio = Stresses for Load tombinationsllïaximum Fsrces & Load Comblnaüon Moment + Mmax-Ma Max Mnx Cb Rm Vnx/0megaMV_*9ea**eq!*** 1111"{ - - D Only Dsgo. L = å1.50 tt I +Ð+8 Dsgn. L ' 31,60 ft 1 {Ð¡0.750S Dsgn,L= 31.501 +0.600 Osgn. L: 3'1.5û ft 0.177 ü.674 0,550 û.'106 0.03¡ 0,1{8 0.120 0"022 39.s8 152,60 124.44 23.98 39,98 15?,S0 124,44 23.S8 317.S2 377,52 3¡7.92 377.92 226,30 226.3Ð 226,30 22S.30 1.00 '1.00 't,00 1.00 1.û0 1.00 1.û0 t.m 4,84 19.2ô 1S.65 ?"90 19S.4t 195.44 195"48 1S5.48 130,32 13û.32 130.32 't3û.32 Overall Maximum Deflections Max.'-'00ff Lomüûn in $Pân Load 0ombinaticn Mâx. "*'Ð$fl Locãtion in $pãn Loãd Combinå{on $lan û.0000 Valuæ ln KIPS 15.750+O+s Vertical Reac{ions 2.S95 2.587 Süpport nohtiofl : Far letl is #1 0,00û Si¡pport 1 $upportlLoad tombination Ovemlf ttlAXimum 0verallMlNlmum 19.25:¿ Odlsea LLO P,0. Box 1609 Paonia t0 81428 {970} 5274540 luoy@odiseanet.wn Project Tltle: Engineer: Project lD: Projec{ Descr: Frinred: ts AUG 2021, 12:30PM $teel Beam Bufld:13;20,814 DEütRlPfþil: Êntry Hall Ridge Beam -SPÂN,r Supportnohton : FarlafrB #1 Valuæ tn KIPSVertical Reactions Load Comblnatlcn Suppon 1 Svpprt2 uuBv $+S ¡Ðr0.750$ r0,6ût SOnly 4,âZC 1S.26? 1ô.653 2.89ı r4.437 ¡1.3'11 16.ô5S 13.57? u.$87 12.348 Odi¡ea LLC P.O, Box 1809 Paonia, C0 81428 {970} 527-9540 lucy@odiseanet,æm Projoôtïtle: Fngineer: Project lD: Project Descr: Printed:21 JUL 2021 3:15PM Steel Seam lf'¡C, DESCRIPTION: Eniry HallRidge Seam eoÐÊ RErËÊËwCF5 Calculations perAl$C 360-16, IBC 2018, CnC 2019' ASCE 7-16 Lsad Combination Set: IBC 2015 Material Frope*ies Analvsig Melhod : Allowable $lrength Design Bearir Bræing ; Beam is Fully Braced agåìrst laterål'forsional buekling Eending Axis : Maior Axie Bending Fy E: YietdStê€l S0,0 ksi ?9,000.0 ksiModuluo \,rr'lax35 w1Ëx35 Spàn = 23.0 ñ w1ðf3$ Span = 13.5O ft{ipan - 31.$Ç ft Applied Loads Service loada entered. Load Fac'tors will be applied for ealculations' Beam salf weight calculatsd and added to loading Load lor $pan Number 1- -iãwi'if Úniiorm foaO : D. 0.34t+û.0550, S= 1.275->û,20S0 kllt, Ëxlenl = 0"Û ->> 17,0 f{, Trib Width - 1'0 ft Varying Uniforn Load : D= û.0550->t,225ü, S" 0.2060->ð,8440 ksf, Extent - 17.t *>> 31.50 {t, Trib Width ' 1 ,ü fl Poinl Loâd : Þ = 2.30, $= 6.584 k @ l7,0fl Load for Span Number 2 Un¡fo¡m Load : D = 0.020, S'0'0?50 ksf, Tributary Width * $'5Û ft Load for Span Number 3 UniiÕrm Load : D * Û.020, $ * Û,075ü ksf, Tributary Width = 8.0 lt OFSÍGJV SUMMARY Maximum Bending Stress Ratio = Ssction u$ed fûr this sPEn Ma :Applied Mn/Omega:Allowable Load Combinalion Lfcalion of madmum on sPan Span # whelo maximum oæurs Maximum Dellection Max Dowíward Tfansient Detl€ction Max Upward Transient Þellection Måx Down\r9ård Total Denection Max Upward Totâl 0efleation $egment Span # Maxlrnum Forcss &Stresses far Lnad Gombinatione û.780 in Ratio = "û.123 in Rat¡o Ë 1.O43 in Rat¡a = '0.164 in Ratic * Mmax + Maximum $hear Stress Ratio = Section used for this span Va; Applied Vnl0mêgå: Allowable Load Combination Lccalion of maximum on sPan Span # where ma{mum sccurs 4ð4 >=360 ?,?39 >=36t 3ô2 >=180 1ô8? >=180 ß"ãÕ1 : 1 Wl0x35 99.754 k-ft 165.ç18 k-tt *D+å 15.5401r Span # 1 25.41 1,28 4,48 99,75 .t,t Ì r8,31 t.'184 : 1 W18x35 19.541 k 1t6.20 k +D+S 31,5tÛ ft Span # 1 MV ol Mnx Mnxl0mega tb Rm Va Max Vn,( 0 0.153 û.148 û,027 0,601 0.080 ô.110 0.046 0.02ô 0.û12 t24.50 -24.54 ,96.23 -9ô.23 ?5,44 24.50 4,46 277.08 277.þ8 n7.08 271.08 277,08 277.08 165.92 '!65.92 165.92 4"52 2.73 rå? 159.30 159.30 159.30 159.30 'r5s.3t 159,30 106,20 106.20 106,20 Osgn. ¡. Þsgn' L ' ûsgn. l. * +0+$ Dsgn. L = Dsgn. L = Osgn. L = +Þi0.75çS 3'1.$û fi 23.00 fr 13.50 ft I 2 ', 1 2 3 1.00 1.û0 1.00 1.0û 1,00 1"00 1.00 1.00 1.80 1,00 1.00 1.00 31.ı0 fl 23"00 ü 13.50 ft r9,54 10.61 5"40 r06.20 1C8.20 r06.20 0,184 0.10û t.051 99.75 90,23 1S.31 r65,92 165.92 r65.S2 Odisea LLC P,O, 8ox 1809 Paonia, t0 81{28 (970) 527-9540 lucy@odiseanel,com ProJect Tille: Engineen Project lD: Project Descr: Frinled: t1 JUL ?t21, 3:15PM Steel Beam ÐESCRIPTION: Load Combinalion E*try Hall Ridge Beam MaxStræs Ñaliæ Summary of fúoment Valrcs --su gluv"ql -!!grþ!99:--VaMax Vnx Vnr/0rnega SoÀres Lengdr SPan # tÌ't V Mmax+ Mmax- MaMax Mnx MnfOmega Cb Rm Dsgn. L ' Dsgn, L t +0.600 Dsgn. L: Dggn. L ' Dsgn' L = 23.00 fr 13.50 ü a1.50 ft 23,00 fr 13.50 t r,00 1.00 't,00 1,00 2 3 ,û0 1.00 ^00 1.00 ,û0 '1,0ù I ¿ 3 a.4'12 0.0s9 0.092 0.0t9 û.016 0,081 0.û41 78.30 14.64 r5.26 u.7r 2.68 277,48 2?7.48 2't7,08 277.æ 2n.08 't65,S2 165,9? 0,028 0.015 0.û07 165,91 165.92 1S5,S2 106.20 106.20 106,20 106,20 1û6,20 3.9û t8.30 14.84 -14.70 -14.70 81" 15.26 û.77 ?.68 8.64 1ðS,30 4,38 'f 59.30 2,95 159.30 1.64 '159.30 0.7s 153.30 Õvçrall llllaximum Deflections Load Comblnalþn Span Max,'J Defl Location in Span Load Cwb¡nalion Max. "+" Dell Locatron in Span {Ð+S *ÐnS Vertical Reactions 1 2 3 1.0429 0.0000 0.0411 14.49014'490 *0+$ s.750 SuppoÉ nobt¡oä : Farleff ¡s #1 0.û000 4.{641 0.0000 Values ln KIPS 0,0tiû 7.360 7.360 Load Combination Supporl I SuppoÊ2 SupBortg $upport4 (JvgralrillqÃmum OverållMlNimum D Onþ *Ð+S +0t0,750S +0,60Þ I Only 'tö.u34 2.325 3,874 18.034 12.994 2.32â 12.1ûû iru,13.t {.580 î.660 3û,153 24.527 4,59Û 22.503 /.b4ð 1.149 1.91ö 7,548 6,139 1,149 s,633 3"JUI 0"791 1.319 5.39ã 4,376 0.791 4.076 ODISEA LLC engineeririg Planning design Ptoleet f rtno ü,ø'* ,\ ur={z-o r"zs) T ,-Tr*,*3 lZ-¡ ô tr ('t'e\ lY,¿ *(jl,'!y ,/L >) .T .{-']V,tT t k-T* lzo t 7ç!r,lrÆ, ¿r3 & : i¿ I /]L0w t, -l '. üærs) j,*tÉ I t /v.s - o LÙL >/r)(flq lf,i,a d IJ¡ ü**= / /zo r zs) zet t-z{) f/f f' 4lt ue* /2",r) t?24 lq x ZZ tv-l t{n n 2b t Wlåx 35 r tb ,¿- ls) 3/1.K ¡Ll $x \/z* t n) v q,5 .\ 0 Wt* a , /{¿. x &*t4 x Gx 7,{{^T;*f* '14 àþu /) Ku.Vttr*f 1*r rs\lt )()zl i ' U*,^.* {zø;T ru)/s,zc) 6 'I'HIRÞ $:I'RËñ,T. / P.ÅON¡¿ / CCI / 8I4?8 970.52?.9540 * Tf\X¡!í.OllISE¡\NllT'COM eo¡tPAt{v Odis{a, LLC P.O. Box f809 Páoniå. co 81428 {s70} 527€540 June ã2, æ21 1310?Covd PdtiÖ CáblÈ Ridgs,wuð tRoJECï @ l/YoodWorks* *trrun*, nlß 89üå f;¡iÍtc¡? tcâd TYpÊ lDlsEributionlFôt-I I lern tÖcârton {ft}gtårt Ènd ¡låqrìfËudeSÈårt Bnd gnit wo w8 5êl-f-dêisht Ðêå¡T snöí I Triangù¡år I triangular lñr1 t Iiû1, o t {¡ û8 r2.08 ¿¡o c00 LL ¡.] 0 3 g.u ð,0 PJgl àl ¡ t Loads: Þeaign Check Calculatlsn Sheet woodworls $izâr2019 (updátÈ t¡ llfiaximum ñsacllonE {¡bs}, Boar¡ng Câpâc¡t¡æ (lb8} ãnd Eerring Longth. (ln} : lJnf,åctoredt Deðd Snaw fåcloredi Totsl åeårj"nç: cåp¿ctly ãåôn SupporE Ð€s tåtlÒ A*ånguppôre Lôâd ëör$ Length ¡¡iñ ¡eerd cb mlh ctì suppÒrt F¿¡ sur tr?8 360û 548 t8 0ú {62¿23{û 501 6 {628 t .9â r,ôÔ ,2 1 ,91 x. t0 1 .00 6?q 2545 0, 0. 9? 1.t0 sâ 0. 9? 9?r "1,00 r .9t 1,1! 12r'1.4{ LVL n.ply, 1.8E, 2600Fb' f-3l4"xf t-1r4", 2.p¡y {3-1fl"¡dl'1r¡1''l 6upports; All - T¡mbor€ofi Bssm, O.Flr-L No 2 Tolal l€flgtht 12L'1.44''; tlêâr *pän: 1 l!10,66": voiumo * 3.3 tu"tt Ldrrål ðrrpportr toj = st stlppôrt!' botlom = âl supporls; Thb ltêtlon PASSES thN {€lgn oodÖ Öhåok. ¡¡¿1vsi3/Ðesldn fv¡îvt a Ð,41tb/îþ'. 4.11 s' ?ð ù" 6? Itnl tpst psi ln 1û Àbâ1r/sis vtsluef$ - 'l,35fb . I?46 9.?8 3 l/512 l,¿Õ s ¡,/:5¿ FþI t. dç 0, €o Deslqn Value-Tiæfr-* ?¿'¡5* L/360 -!¡¿!9åfon-shÊår sendr.nç {4} iilv€ gêfl It 1ðtsl üEilìn w, ållowabls Str,ðss and t!çlloctlon dOS l01S r tñrllcAl LOAO COM8ll{ATIOHSishëàì ' IC li? á D+s aêndinq{ì} r ¡e fâ * Drs û€ílêcilcht Le lt2 * D+S {llrêt LC S? - Þr3 1l*¿å1' 8eÄr¡ns : SuFPôrt f - I,c È2 = Þ*s sùÞPorE?-r,CÈ2'D"S tËdeafl t-1iv¿ .ïlsnsw t¡*wlrd'l-tmpaıt lr-root !1v? t¡öéfür¡i:*ntrå".ed å*6â¡lhquahé .åIr. r,c's Êrê tlsc6d tn thê AnâIygIs ou¡put iou¿ ,on¡lnasioúsr ¡gÐ gåslc frã¡n ¡SCe ï-te :,¿ / lBc 2O1g 1605,3,2 tArculATlor.ls:ì-r-* * ìeZt, V deetgn - 3¡5X llrs,:q{}} Ê 1¡1{û }bs-fl ¡l * 3?j,?5ê06,1,b-in"2/Flyiilvsi dEfiect¡on lg ¡uä Ëo àl¡ nðn-dååd loâds (live, Hind. åaaw"') To!å1 d@fl€srlon = 1.5 dead + ¡'llvè" iii*iui-iti¡iii¿vr*t, tu o 1âr !e ' 2â'-4'50" hB ' 15'?¡ b = fu¡! Cfr[ 1y ,Ôó, {)09t.943 : ct , û{) ,0t.o! .çQ .ü0 0i, t0 g0 tð 00 fiseb9s wldth tor $Rúv ¡öåd - 1'00 Cr¡ LC! -?. åddltlonâl Þåtål FåCToRsl P/E{p{¿} CÐFvl ?S3 1.ûü ¡.þ1+ âË0ô : .00FcË' ?50Ë' 1.5 nlllian Éminvr ó"93 n:'11lan cuaroB dürâtiı$ faceÖr Cfu lh€tåôd MöË. Côvd Påtio Gâblo Vâlloy1,t$¡rÞ PROJECÏcot¡lFAr{Y Õdi3âå. LLt P.O. Box f8tÞ Påçnia. CO 81499 (97r) 527"9ã40 July 21, ?0?1 t5;06@1üoodWorks* óorll#¡tr fôå ll¡{?01¡ Dirtç¡ ¡la{trtludçStarf, End afi: 9ft| l,oe¿tlûn?ype ols¿rlbutlon I Pat- I r"rrrtóıC 0.0ç 1?.00 ¿5U 1û8? 2 û,0?r1åûqütâr Trtan!û1år r¡l I ¡íff- Íd s9 *él {-uÈ ¡ dbi sèsq 5¡!éH ¡ôed Loads: Þeslgn Check Galculat¡on ShÈet wðödwbrks si¡sf 20f Ð (updâ18 1) Itlaxlmum Raactlont (lbt), Bearlng Capâe¡tles (lbsl and E€adng Length¡ {ln} ; 1ôl l 3$?91S63 6219 ¿Õ4âã$?8 4921 4€4? û^â9 t. t0 l1 !.154'¡.eó 1 ,00 t ,o? Dead gnaH Fâcaoredi BêariRg: tãpa€ltygêån Support Þe6 ratlo Sëåtú Support LGðd çchlâ ¡,eûgth ¡'lLn reqrd Cb nfn cb suÞFÕÌt ü0 o? 9ü4? a0?8 2 .30* 3t û. ô9 ¡.30 17\1.72 LVL n"ply, 1.tt, 260tFb, 1-sr¡l"rÍe",3-ply (5-lll"rls"l Süppo.lê: All' ?¡mþ€r'5efl Boar¡' Þ.F¡r'L ¡fo.2 Total fâîglh; J7L1.72"i Cl6er spsnl 16'¡Û 28"; VÒlr¡mê = 10'0 co,ü. ¡uppone, úno¡n = a Eupports: Ropolilive fäctor; âppliãd wh€rô p6nnilled (refâr lo oñli¡o hðlpli Itrlr eðctlon PÀ88ËS lht dllllm códô ohôclç Lâlðrsl sùppo.l: top: at Cr i terigq. shêår ts¡ndin{ {¡)tive DËfl. ¡ ¡¡ îô|nl nÊflrn ¡sålvã ls vålue -?rï-Tff-fb - 1400 3 .L ! u r * ¡,165! 6 - ,'/443 Pb'- ?5?2 0.5? - ¡,/360 8- 8.6 s t./24ú Dèslrn valuë*-Ër.|=-ãrr p51 1r ln -slls-ps1 fb/[þr * ÀAÀIva 15./ Dês l cn -Tii.Ff"-ã--ı36-0 ê å 9{ 5é NDS 20'18 tv¡, Allor¡able gfrest and Þeflectlon Feârlnq : "]upporc 1 - tC,í2' D+S :;upFort2-Lcfl2*þ+S trsdëåd Lå¡lvc ll"i¡ow ¡r'rylna"i=inåaá¡ lr-reer 1:vè LÕ-eqncei.tråeëd **eårthqu¿ke All t-crå ôrâ :leted 1n Þhe Ãralysis output L0.åd 60mbiãåt1ÕEst AsÞ &åcic från å5*Ë i-15 ¿.¿ / lac zaxa 148\'3'2 CALCULATIONE;t-;J" r9as" rr aesrgc - 6¡1? 1b5t !'l{+} * 26131 tbs-ft Tirî-t"åi;Ìålii"i';:";iå"ll al! non-des<l Lôådi rrLe¿. uird. snor-'¡ îôt¿} defleeçlûn - 1'9 dèåd + "¡¡vè" ñ;;;"t-;;;b;tttv{nlr lu * ¡'r' Lë * 31'-å'9tr R8 ' 14'ei b - iu}* ftexber vidth 9årù* ûÕ Addltlonal Þala: !AC!*ñS: F/6.{Þsl fv' 28:, !'b'+ 2600 çn !çß1,ç0 2 -t cv clu cr çfrl ci 0.96â - 1.04 1.0s - l'{Ó - 1.00 - l.t0 ,,ë fr2 LC i2 r,c Í?],c 'l? * û!S* Þ+g (l.lvé, Ë ÐrS ilotål| Fcp' 151] Ð' l.g ñi:llonÈriuyr t'9:l RllI!.ñ cùoiçn duratlon tðËlÕt fç, cRITtCAt LOAÞ COMEltlATlOl.lsr 1.tÛ 1,Oq] ù. 1.€ç 1 ,00 r ,0sgnô{ loåd R t ,69 1 CD tll ct Ç1" 1. 1. Sh€år ! Berdlng {r} ì DsÊteeiíont thät¿nd MoE. COIIPÀNY Odisrâ, LLC P.O. 8ox t809 Peon!å, ç0 814?8 t97O) 527.9640 July 21, tûzï 1å07 Covd Pal¡o gâble Vâ¡foy1.wb PROJECT @ lüoodWorks* ff,f¡*Å*¡ r{,¡r tt(tfr¿t s¡lr{¡'r Lsåd ryFê slsrrlbuùlon Påt * têrn loçållong¿årt lfil Ênd ¡lôrtnlt{de t HA ç$ S¿ì f-uêidht Dêâd $noH l r¡angp¿8. 1r1ânçulâr tr1r1l úûI, 9.Us ¿¡ 0, û0 l.?00 1081.s 0,ô Loads: Daolgn Çheck Galculatlon $heet WoodWodt¡,Si¡or 2019 {UPdató 1} 9Ëã 3G?9163? 62 r5 4ç1?803e c. Ê3 1,01) r "t414fr 1. û0 1, *0 1,ô1 62å I l.i 9E 4t1 ? Þead 5ñôw lesEor€d I ?9rÈ! Beår1,19: cåpåë1¿y 88å{ÌgupÍþrt Þês råtio åeån åupperl l¡oad lêÉ9th¡tln iêqrd Cb ¡ntncl: support 2 1.0ô 1,â0 1.O? 625 9018 s!5e 0,89 1,0{) N: 2.29 17\1.7t', Maxlmum Rêectlons {lbs), Bearlng tapacltles {lb*} and Ëearlng Lengths {ln} LVL n.ply, '1.8E, 2S00Fb' t{/c'xt4"' 3'Fly {5'{lc"xl4.} $uppo(â: All 'Timber'3oft Bðam, 0.F¡r-l- t'¡o.2 Totål lengûll: i?Lt,7?'i Clear span. 16'"10.28"; Vëlume = 8'8 4u fl Latàrâ1 suppo* top . 9t suppôfig, b;t¡em = 9t sqpports:.Rßp€fitivoJac{ûft àppltåd v{11er€ parn¡tt6d {r6fsf tô oñlinÈ hrlp}:' Thlù t?ctlon P^g8ESt¡6 dôs¡gn codôchsck' crltêrlon añâ1v5is VåÌuê lþslın Vá1uè Itñl t Ãñålvs:s/l¡Êalcn Fãå¡T åêndlng lå) Ll"è Þef,l'r¡råta1 nÊflìÊ ÎV ' ¡¿S dl - ¡,/{36 68 . L/?99 ß- à5 â ?ççr t¡l36fl Ltâ{tj F€p€ !n l¡ +t rv/ t-v fblFb = t.?0 Ð, 83 û. Èn ånalysl¡ vs. Allouable Stress and Def,Estion |lD$ 20lt : Êsa¡lnç I SuFPÕr! 1 - l,C Så * D+S suÞpor¡2-t"ç2'Þ+åg=dsad r,*!tvÁ'!jls¡!ç ¡¡-e¡¡6"1=lnpait lr-rooe l:ve Le"cahÈêhtråtêd Ð'eårlhquðke ÀlI LC's årç listed ltr thè turålysls otltpu¿ ïoi¿-.nirriiÀuioner å$s ¡aslc f¡än À5cE i-re ¿'q / lBc 2!!t x605'3'2 CAICUTATIÖNÊ:;-;;; isrl, v d€31gn * dì88 1b5¡ l'!(rÌ ' 2603: lþå-fi ¡¡ * 12û.'9q46 ltr-ln'Î/P:t;i¡ve';'iááiåòiråÁ iC ouã io å!1 nsü-deði! l+åds 1¡lrÉ, wlûd' t4çH''ì 1çÈå! d€f¡eÇr-tpn . 1.5 dead * 'rliv€'i¿iãis! x¡a¡¡riey{*t: Lu * ¡?r L€ * 31r-3'38" RB * 13'8j þ - ful:' Add¡tionäl Oatâ: r/E tËåi C¡ ,û{ . :, l. il nll¡ion çr.{ RêrJ5ér vidlh - Ð]S = 3*$* t+S* $rs Cn lC*1.00 â -:? 8ol) ?5!) l¡¡: ¡on: 5haårgenditrg Dè fl êcg snåu tôåd * 1,ô0 I .00].ç0 1, t0 1, ôû r. e0 {¡lvet { tütå1 } ¡"e *2t,c *2 LC t2 LC *? 'j ÇÐ 1 .0Õ 1 ,00 FÂe?!ß5rlrrg¡r { FÇp' Custgn dtråelÕn fåclÐt fa¡ CRITICAL LOAÐ COMFINAf'ION$: 6niny' S.93 ûilltôn cË 1.Ðç r .0* 1 ,0ç tL, û.962 : û.þ19 cfu NDSand2O18),Suppl€månt,Dåsi€r'r(¡tÞs tlEttimse4ândlhêatnqlinlörua|8 Êxçðêd¡ng dôpth MÓ8.tru6dáilrdion Covd Prtio Geblâ Vâll€yÎ.'*tÀó FiOJECTCOi'PANY od¡3åe, LLG P"Õ. Btr lð0û P6oni€, CÕ 81428 {970} 527€5,¡0 June 22. 2021 l3:19@l{bodWorks* sflfrßrår ¡tf mi]t Õfft{:l{ Löad ?vpé Þisiribulion herÞ Loc¿t¿on lf¡l lñd Håqfl1ËuCe lUnlt5tårt rndl.# Ðêåd $no* û4åd gnow Dêåd Snoq ¡ tëPezo¡oë¡ ?råpêro j.då:l tråpez*ldà1 lrspszoid¿¡ Pê'.NTFolrl ¡1111 üDl, 9,çg lr.!90,00 ¡7.0ct?.00 ¿4, t0l?.00 ?4.0t !?,t0 11.0û 1û8?.9 6û.t !8?.5 936 3ü06 90 ð 5 Loada: Deelgn Chack Cslculatlon Sheet Waodwoûs Si¡ët 201 I (UPdålê 1 ) üaxlmurn RäeËtlon8 {lb*}, Fearlng Cqpac¡tle8 {lbs} and Bearlng Lengthe (ln} ¿3ûô 658d?90? !091 688 51?t0d r t56? Éå85 0,93 I ,09 *? :.(Ì3 . 03'. I.01) 1 ,00 :,ô0 r.y 9upporttÞs råLlo Beãñ éuppöåg SupFô iÕad È&an Lëng $ill Êead Sntw FåctÕrêdå îûtå1 th ¡*q{ d 14{05 12004 0.63 1,0Õ {e 2.1 4'. 1.0t 1.û0 24:-2.3y LVL n.ply¡ .l,88' l000Fb' ldl¡l"xit"' 4"ply (?"x11'I gggFodg: All - Timbor-soñ Båam, D.F¡r'L Nô.2 Totst ltrìgtha 24-2.39"i Clsgr 3pån: 23r9'e1": VolunË : 2'1'2 ctJ'R' Lateral srrpport top * ut eupport¡, hóttom = ål luppôdai R€pÈl¡tivo fecfor: âPPl¡sd whsrs pèrrniüöd {rgfor to odlinê hslp); Thlt sscüon PAüöË8 thi d$llÛ.n ,ôdâ ohâcl" lñ¡1 ilq i a /iáßi àðlIñ¡tÀnaLesls \rå1uë Drsldñ Vå!uëfÈttårion fblPbr -0, ?5 0.9? 0-98ln p5t pci inI å Itð L/38 1,t 24 tþ. 0,'?8 -l.1a è ¿á) 2 558 L/36t tt l24o Fbt o.s0 5Ìt9åT Bðndinç f + iÀlvé !èf1rn Tdtål ÍefL,È Analysls vs. Allowable Stre€e and Þeflectlsn flot ?010; 3eåì1ûs : suFÞort : * 1,C li2 * ¡+5 SuPPort2*LC{2óÐ+5 **dead T,*live l'-snou l*"çtna-i-lrp¡it ¡.r-roof :íve Lë-sôncènt{åçed ã'é¿rthquakè À1L LCt€ åls IisEed in the An¿Lysrs output þâd eesþtnå?lsûs, ÆÞ gü3!ê itå. mcr i-¡a:'¡ / rãc têl€ 1ço5'1'' CldLGUl-ATIONSiV naÍ = t1g.16r V d€Blgn ' {,?}3 lbsi M(e¡ = 60311 lbs-ia E¡ - !530,8Ê€06 Lb-ln^?/PrYiilvei def:ecliùn le .ìue-èå ali. ncn-dâêd loûds (!lvçt {'r:d' ıoo{"'l ?sqål dâflâË¿isn * 1,5 dÉôd + tlive¡' iåiåi.i."r*uirity{i}¡ Lu ì a¿, :.e - {4r-1,94r aB ! 14,ê' t'. full ren}¡e¡ width 1 LCS : x 2 .08Çtr Cfu cr Cfìt Çt- 1'!0 0,946 - l'û4 ¡.û0- 1.00' 1,¡î* 1't0 Addltlonal Dåtä! fÀClORsi F/ElÞsll cD cÏ ct CL 0. 960 * 1,0* rv' 2å5 1,00 * 1'ü0 flr+ 26ð0 1,110 * l.ot fcor ?50 1.00 L.â ni¡ilon - 1.C0 tmtny! 0.33 nilllôn - ¡.ôS Custom dur¿tl¡ñ f,åec*r fÕr Snoç l'oåd cRlTtcAr loAo coMS¡NATloNs: Shêå! r LC {å * Fts Bındj.ng{ê} r Lc li2}cflèctiôn: ¡,e $2 t"c 42 s ûrg {l{vÉ} = 0rS {trtðl} lhãtarË MoE. Odisea LLC P.CI. Box 1809 Paonia, ÇO 81428 {e70} 627-954CI lucy@odiseanel.com ÐESCRIPTIOIìI: Covered Patio Valley 2 Projecl Title: Enginear: Projec{ lD: Projecl Descr: Printed: 21 JUt 2û21 ?:10PM Steel Beam SofrYãà CAÐE RËFERSÀT6FS Calculations per AISC 360-16, IBC 20'18, CBt 2019, AgÇE 7-f 6 Load Combinâtion $Êt: IBC 2û15 llllaterial Analvsis Melhod; Allowabte Strength Design Beaú Bracing ; Beam is Fully Erated against lateral-torsional buckling Bending Axie : Major Äxis Bending :Sle¿lYield ; Modulus l 5û,0 ksi 29,0Õ0.0 ksi Fy E; Hgs14xıx3l'¡Õ gpan = 24.û fr Service loads entored. Load Fsc{ors will be applied for cálculåtions. Lo¿d{s} for Span Number 1 Point Load : t * 4,t k@ 17.0fl PE'$'Ê'V SUMMARV Maximum tending Sïtess Ratio = SáËt¡on used for this span Ms : APPlied MnlOmega:Àllowable Load tombilation Location of maximum on spân Span # where maximum occurs Måx¡mum De{leclisn l¡tax Ðownward Transient Þeflection lrrlax Upward Transient Deflection Max Þownward Total Oeffection Max Upward Total Deflsc{ion ment Lengtr Span # L = 24.00 tt Dsgn, L * 24.0011 +D{ô.?50S 0*gn, La 24.00ft +0.600 Dsgn,L= 24"0ûft and added 0.866: 1 HS$14x6x3/16 57.S8ôk-ft ô5.44Sk-ft {Ð+S 1 1.657ft Span # 1 Maximum Shear Stress Ratio = SçctiÖn used for this sPan Va; Appliod VnlOmega I Allowable Load CombÌnation Locatlon of maxlmum ûn span $pan # where maximum occurs varying unifarm Load : D= 0,2$0->s.050, $* 1.088;0,1875 ldfl, Extent = 0.0 *>> 17,0 fi, Trih wídlh * 1'Û fl VaryingUniformLoad:D,t.Û50->0.09ü, $=0,1875->t.3375hlft,Extent=17,0*>>24'0ft, TribWidth*1.Ûfl 0.f87:1 H$St4x6x3/16 11.487 k 61.494 k +u+Þ CI.Û00 ft SPan # 1 Maximr¡m Forces &Stresses for Load Comb Load CombinaliEn 3&S >'360 û <360 230 >=180t <180 flla Mu Mnx Mnxl0mega Cb Rm Va Mu Vru 0.740 ln Ratio = 0.000 in RâtiË = 1.252 in Ratin = 0.Û00 h Ratio ã Valuæ M V Mmax+ Þ 0.403 ü.066 ?6,3S 0,886 û,187 57.Sç 0.753 0.1s4 49.27 t.u2 0.Û39 15.83 4.ö4 11,49 9.45 2,42 61,4S 61.49 s1,49 ô1.49 2S.39 57.9S 49.27 15.83 109.¡S 1t9.30 'r09.30 10s,30 €5,45 9535 65"4$ 65.45 1.00 1.00 1.0t 1.t0 '!,00 1.00 1,00 1.tû 1ô2.69 102.69 102"69 10å.6S tveral I ftllaxim um ûellectians Span MÊx.'-" Ûetl Locaüon in Span Load Csmbination Max. '+' Deff Loætion in $pan Load Combinaüon 't2.000 SupFrt nolâtioß : Far lefr lt #1 0,000t Values in KIP$ .rO4S Vertical Reactions f .2523 2.003 0.000 Load Comblnation Sr¡ppo¡t1 SüPPon2 Ovorâl¡MAXimum ûverallMlNlmum ð.s/;, 2"425 Odis€a LLC P.O. Box 1809 Paonia, CO81428 {970} 527-9540 lucy@odiseanel,cûm Projec-t Tltle: Engineer: Project lD: Project Descr: pnnlêd:2r JUL 2ü2t. 3i1oPM $teel Beam DËSCRlFÍlOli: Covered Patio Valley 2 Vertiæl Reactlons $upport Farlefrls#1 Vâlu€s lÍ KIPË Support2 u unry {ÐrS rD{0.7S0S +0,60* 5 O¡ly J,óJU 't1.487 9.4$0 2.0s3 8.148 fl,u¡l I 8,573 7.444 2.425 4.531 ûdisea LLt P.0. Box 1809 Pasnia, CO 81428 {970} 527-e540 lucy@odiseanet,com Project Title: Engineer: Project lÐ: FroJect Deser: Frinted. :1 JUl" 20:1, 3:11PM Steel Seam tuirdf 2,m.8,?4 DE$CRIPTION: Covered Patio Valley 2 CODE Calculations perA|SC 360-16, IBC 20f 8, CBC 20f 9, ASCE 7-16 Load Combination Set: IBQ 2015 Material Properties Analyeis Melhod Beam Bracing: Bending Axis : Allowable ttrength Design Beam is Fully Braced against lateral-lorsional buekling Mâior Ax¡s Bending Fy: SteelYield I E; Modutus: 50.0 ksi ?9,000.0 ksí HSSI ex8x114 Span = ?4.t â Serviæ loads entsred, Load factors will be applied for celculations.Applied Loads Bsam self weight NOT intemallv calculated and added Load{s} for $pan Number I Poinl Load : t = 4,0 k @ 17'0ft Varying Uniform Load : Ð= t,290->0.050, S" 1.088>0.1875 k/ft, Extent = 0.0 ->> 17'0 fl, Ttib Width * 1.Û fl Varying Uniform L¡ad : 0- û.050->û"t90, $* 0,1875->0.33?5 k/fl, Extent * 1?'S ->> ?4.0 ft, Tnb Width * 1'0ll OãSrGlV 6U¡!f¡1fÁRY Maximunr Bending Sttess Ratio = Sec-lion used for this sPan Ma I ApptiÊd ñrln/OmegalAllowable Load Combination Location of maximum on span Sgan # where maximum oçcurs Mâxamum Defleclian Max Downward Transient Defleçlion Max Upward Transient Deflection Max Downward Total ûeflectios Max Upward Totål DåReçtion 0.{6?: I H$$16x8x{/4 57,S86t-tt 124,144k-ll +[+$ 11.657fl Span S 1 Maxirnum Shear Stress talio - Section used for this sPan Va: APPlied Vn/Omega I Allowaþle Load Combinalion Location of maximum on sPan Span # where maximum occurs S40 >*360 0 <3ô0 498 >=180 ü <180 @ c.ê99 : 1 HSS'l6x8x1/4 11.487 k 115.542 k +Û+S 0.Û00 fl Span # '1 û.343 ín Ratio =g.ggf i¡ Ratio * Ë.579 in Retía: t.000 in Ratio = ftllaximum Forcas & $tresses for Load tombinations Load Comblnalion Segment Lengfi Mâx stre$ Râtios ot Moment VåluÊs tb Rm s'hÉiÄ¡Vãlu*'xi Vnx/Omega$pan# M V Mmflx + Mmax. Ma Max Mnx Ð Only Dsgn' L * +Ð+S Dagn, L * +D+0.75û5 Dsgn, L = +0.t00 Dsgn' ¡ = 24.tt tr 24.û0 ft 24,00 fr 24"00 ft 0,213 0.4s7 0.397 0.'r?8 0.03ı 0.û99 0,082 0.û21 26.39 ß7 00 4S,27 15.83 26.39 57.9S 45.z',t J5.83 241 32 207.32 207.12 2A732 124,14 124.14 124,14 124.14 1.00 1.00 1.00 1.00 1.00 1.Ö0 't.0t 1.00 4.04 11.49 s.45 2.42 192^Ð9 192.95 192"S5 1S2,95 r'15.54 115.54 ,l15.S4 '115.54 f$aximum DeflsctionsOverall Lôâd Comþînatlon $pan Max.Defl Localicn [n $pan Load Çombinaüon Max.'+" 0ell Location ¡l SPan--*^ ^"ıðäo*--- +Ð+fj t).Õrö1 12,{JtXJ 0,0{J0u tverali MlNls¡um 2,42S Support notation : Far left is #l Vafuos in KIP$Vertical teactions Load Combinatlon Support I $uppod2 flverall MÃXimum 11.4ü/ 2.003 ö,$/J Odisea LLC P,0. Box 1809 Paonia, COS1428 {s70} 627-9540 lucy@odlseanet.com DESCRIPflON: Covered Patio ValleY 2 Vertfeal Reactions Projed Tille:' Engineer: Projecl lD: Projecl Descr: pfintêd: ?1 lul 3:ltPM $tEel Beam naution : Ë¿r leff is *l Valuee ln KlP6 ComHnaücn Suppo¡t? DOnV Ð*S {Ðr0.750S {0.600 SOnV 3.33S 11.487 9.450 2.003 0.148 4.tx1 t.573 7.440 2.42 {.631 CO'iIFANY Odiseà, LLC P.ö. Box 1809 Pûoâiå. CO 81428 (t70) 527€340 Jund22.¡021 14:1!Comm Rrn Vallof.v¡¡rb PROJECT @ IffoodWorks* süfrwÅ¡¡ râa i{*sf: }Ë5l{ð ¡åt-lype us fr! 131¿.3 {3¡ Loads: I,oåd tócã è lÕï lrntl plf De*lgn Check Calculatlon $hset Woodwort(å Si¿ðr 2019 tup<l¡ta 1) Mexlmum Reacl¡ons (lb*), Bearing Cepaclties (lbs) snd Bearlng Lengths (ln) I â{t1 r6131234 r002 41393 1 o,81 ¡ ,00 {t 2.29 29*r 1.00r.{0 1,{0 6?5 rt029 1ç0?4 supÞart Déåd Sbôu Ëéctorad: B6as SuFporf DËÉ râtlôâé* SuFper t ¡"û&d cs¡lb l,ångtl¡ Mlll reg'd LO Ch !ìin t6Tt? 1393r ê"63t.t0 t? 1.ðö ¡.ð0t,ûû â23 21',-2.74* LvL n"p¡y' '1,88, u800Fb, l"3lê"xtt"' 4'ply (7"x18"¡ Supports: Àll - Tñbêr€oft gåãn, O.Fir'L No,2 Íolallat|Ellt: 21'*2'7C; CIEãi tpsn: 20"9.26'1 VoluÛÌe " 14.6 c¡J.ft, Lå$rst súpporl: top " âl srppûrts, þðttcß! i ât ruppo¡tg; Rspelitive låctor: âpplisdrrh6rÞ peffnitlad {rsler to qn¡ine h€lp}i Tlrl¡ ¡scüon FASSES lh. derlgrl codo chcok. ùhtt p51 pgl tn Ì¡¡å1v¡1s/ Dô$1qnfvlFv' - û.4-¡ Ëb/FÞr * 0.?9 ù,89 ü.87 fb 62qìù 'tr¡aLval5 Velue -?ñI'i-. 201û- r,l{0{, 1,î21(, DÊÈiqn VåluGft' - 2ts5 Fb' * ?538 *.?û * Lr'j60 1.0S . L/2d0 Crf terlan Sbeå¡ B€nd¡åg{i)LlvÈ oåfl,r Totðì. DêfLiâ vs. Allowabfs StraBs änd Þeflectlon N08 ?C18 : 8èðr1!s r suÞporl 1 - Lt *2 * Þ1F SuPPort?-l,Cll2'Þ+9 C,qdeåd l¡-li?e S*enow l'l'vinc l-lmFact !.r-root live Le'eÕnÇelfrêiêd E*ıôrthq[åkê AIl !C's Ârê ¡lstêd ln the Ànalysis ot¡tpül loád io¡rbi¡åtlonÉ: A$t' Båclc lrón ÀscE 1-lø z,¿ / lÞc 2St$ !6t9'3'¿ CATCULATION$; V nax - 13931r T dëslqtr - 11295 ibs; H(t¡ ' $33?3 lbs-{l fiî-ltåå;iåå!i"å';å";ii'iå err nôn-deåd roãds (¿rvè¿ Hrûd, rñôd,..¡ Tr¿al def,l€ctlêÞ * 1.5 deå{ + "l!.vei' ü;;;.i-;aul¡itlivr*ii ¿u * ?1r !e ß 3ır-8'?sn ÊB - 1¡'1t b - ritl] netiþêr vld¡h Add¡t¡onal Data: , !l€ .0û ,00 ,!6 .00 c1,!rÂcToR3: CüetÕn dutâllan fåttsr lql ãncç läåti - 1 ,0! LC$ â: 2 0,968 0, 546fb' + gcÞ' ã, Eetdy CRITITAL IOAII COMBINATÐNS: 1"00 Cr CfEe C¡- r,Õ01..s4 1,00 - 1.ç9- 1,00- 1,0ð cl, ev cfu | 0.t3 ñllliôn ¡'lÊ {Þs! I CÐ?Ë5 1.Õ0!6ù0 1.â0 ?5ù 1.8 ðl1Liçn shêåì ! ñsndlng {¡ i ¡ Defleotion: i.e tt LC h2¡,{ 12 - ùrS*þ$ È þ+S { 1 iv€} ,l!otår1 fßt¿ñd MoE. gilry H¡¡ B@rr s,eñdò |RôJËCT Pæn¡¡, ëO8l42t (9?o¡ g2¡-e${0 Jum ¿2,20¿T 1â:01 €oüt¡¡{Y Odlåð¡, LLC F.O. S* itûg@IffoodWorks* JryrwÁtr fûã aft{:¡} ,}ç5tc# hçat:øtsË 3¡6, ô tâùc gô1, :,! s Loads; 0€4tgn C[ock Galculallo* Sheet WrodwÒtu th{tûl$ {Upd¡to l} {16C ?68tT5 ,{tar 66å6 û,Ë$ 1, tù rt!l fiz 1.40!,{û.r 1, t01,¡4 t. t7 1124 6¡t6 0;t9 :.00 {? 961. !.ap:.¡1 1. cåpÀcJ ty 8Èðð 1êtr1 suppçr¡t€! !{tlo t!¡d !tôÉ l{ln lrqrd çb eù nit ll,tarlmum R€å6llen? {lh}, Bssrlng Ctpacltlâs {lbs) and Bêårlng Lenglha{ln} 613t3' LVt t.ply, l'ðH, 2600Fb' 1'sta"xg'f ¡4", 3.ply (5'tr¡['rÐ-lr4'] auûoôIt': Aí * limù.!&n Båom' D.Flr'L Nol Toldt lån4hi å'.1,i6'i CLar tp¡ñ¡ ¿L10.¡itr; voludc I l.t n.n. Letsrd soædi too ' rl ü9tôß, Þoûon ¡ ¿t sppÔí'ì Rtpslûv! lsdøj ¿Ppfi¡dwheß gômitlsd (ßfErto o¡fiß ¡ülP¡i fhll adlon PÁ8SÊ9 tlË d.rlgn codö ch.cl. pr1 tû tþlð's ô,1? $, o'l- */36t)t,trlvó - trÍ3û O,0l * < à¡be 201â iv¡. AllowâblÈ Strå89 FACTOÊS tvr 1,$t¡,t0!,4t?å0 1.8 ,hnö¡ : arndl,hgl+! t Þat¡ççilqn! Dåtå: cs#8 {Þrrl 3Så t. ¡6ôô tü&riF nilx Itn 13 R!111óñ ó!t.Ëstry'.oûlo¡{ac!cf ¡óå45n9! tl ¡,ç p o"5 nr9 t1 42. 4ê lJü r+s8èà¡lÞE s*pÞo:t téd ¿.€6¡ahqüa1å ldôr,t,z Ìbð-fl2442 snqe.,.)léôd!t ¡. fv¡, rtdthrô¡61û-1.h fsl¡¡q tû!rôbÀ¡l èy 1+llétr!a! Ot S efu C¡ Cflt C1 Cn rc* r. ûû - t'ot 1 0,99å 1.Q36 - l'Ûi 1't0 I 1' 00l.t0 2 1'Ó{ ä frsmtör {thsl ¡!. no bút ,ô|fiÛ src FlÈ$u lâslsred logsth€rmfely ãl ¡Ítánâ15 Ílôl uæG{tlng 4 unos Úro dâplå âßt th¡! oåcå pll l¡ iqullly to9leûdðd' wh'ü cde(lêç â01ô). tu ¡¡¡uotul ð.t¡,¡r åpdetlsn {xps 30t!), rÉ NOelrdh¡ €rpc6ñod' bâ rcqslrËd,ilo tþls8l ür¿ lcc ås !¡dëlo¡d€d,sndilüt ' t. 2. bo8trË, ODISEA LLC engineering Planning design I :TtÊ J * 4,ç tr, ñ* (z^rzs)/s) - /4;.ç P¿f , i/t*_Sü¡ç ar.rr {* 32t** ff= oq îrË^' ( t*t* otr #¿ ¿tQ /t) P/,/" x V /r/ ;;t / Ð tï j ^i'* (ru o?"\ l-) -- f5Ð çLr ', ¡¡,g7ç#'ff f - +gSn* {tr'gÐf, >,"id, /"r/eÃ tz-1 lV4 x ll'1q æ {s} tV'{ * Ç'/q to.ìb ,l ¿ úS rr ,{ þ !?s)/*} o tþÐ r sñ- Ft-., P*î,2!' w ?,sry ( (z\ls/q x il'/q üe- /s) lW *Q'/,1 ¿-r¿-\) V, ç Êt t tn|= (æ.ov zrldt.t\=,85{}* 9,6;,,5 ef ì1,4 = !6,r t#'.ft t : 789t # ff= :TVS xtùbt \t''(((s>¡zf,¡ x tL-/ Lvt> ,!,*,tur rr ,{:*:;fy =:å;=* n*r { rt*X tz*4x ?à, t4 * d n,lz,g5#*#a þ : * lås re , ff= {rotru\1rs)'3** ttzs r-:";l.l ''f 'Lu rÐ, s F,- {ù tt¿l y t& LvL û{¿. #S ltxgx >> Date¡- €Lf tll i .:ir J *-r:-l'fH r \xJtMG¡ trJ= ¡ ttlr,i.//(( , trñJ *Qw ú îrrrRD sîR[iË"r. / p,loNl.4 / cCI Ì 81428 970.52?.9540 * lrufiw.()I)IsËÀNllT.coM P,O.1ã09 ¿0¿t CO"PÀr¡Y odrð¿. LLc PRêJECT ¡tlrw FL ,.fiNò@I{oodWorks* J()ffi¿af f{ñ woÕa oat ç{ TtPo 2.t9 3?5.0 t¡óô Load¡: Þorlgn Ghec( t¡lcultllon Sl¡Þ61 Wð¡dWflÌs S¡rll20tt {JÞúdá 1} 531: 68{ 6:5? ¡rt1 ô3å,| ü.92 r,0û t¿ 2.S8 ä.5ô.. ¡.EÓ¡.0{l.¡1 9aa{ 5ne* lotr¡. 8èÃrli9 r c¡F.11 !1, 3tm SspFðrç ose raÈåa !¡am t cntll¡ úin irq¡<¡ ntñch cb ê.9år.00 *2 2. L6 16¡. r. ûo Ltl 566{ Msx¡müm R€rcttoat (lbt), Bearlng Capacltlåt {lbs} and Bcôilng Longths {|ft} : ¡a'é.3r LvL n.ply, 1.08, tß00Fþ, l-3,¿l"xlf '1r¡1", 29ly (3'lE'rl1't/4"1' 6{Þp0il9: ^ll ' flFboÉsñ B{à¡, O,llr'! l¡o.2 Íütal lhlllt; ¿1¡.3?": clw¡t&: {!8.ô3'ì VÉtumê . l'tr Ê!'il' Lr{onl xpÞortl lo9 " ¡¡ s{ppod¡- lollon ¡ ú sulpottsi fhlt ellon PåB!¡É6 tlp úa.lrn cod. cñrch' ü,,¡vè t.ç¡ . < NBs ã¡lå lvs. Àllowrblo strcåB and 0offoct¡on el g¡ l€i - 1.00 ! ! ö.!ôcÈ¡qu¡kù v . flll d.rb'*r xldtlr Þâla:Addlüofltl ¡:f¡¿çtc!!ED cl ,ùÕ rÀc.ro8*r ilq{p3ll {,9ð l. 1. ac ¿ù oô 0t1.!.èn Lc-ÈOrêâÍ¡!ålèd :Éc l ó05!418 ], 1Þ!,,246 x(+]lÈ;d¡¡þê-t! ll.i.e. -¡Ê*1Q.'-4. !ð"Lu m¿ôutsdûñr Notås: t. rö NDAstß g!!d6${fi1,OðÌtn20r81.(18C Dorbolhr Nüllondl {NOSæ1tt.gt rëü6ttonBulldlû! Cðdâ 1'!tÞrBintry¡b nol¡i th!a¡11 oôdtth¿tç,{¿odkË llfi!!d6plh lr oqus¡lt loÞb{dd,plttåilrûrdÌ8.tuttþhttt Fesrl¡OgalhermnÍy âfr h ãøsrdäñê ry¡lb thô lcc b6 Gquke¿, ¡tk åo rþ*ìodod. ,4" gêLr 8lß{16¡ BUILT.UÞ 8CL: tro¡tmnl ' Ío mld¡ê8 tð $ll Odisea LLC P.O. Box 1809 Paonia, CO8142S {970} 527-S540 lucy@odisænel,æm DËSCRIPïþN: Header at tommunitY Rm wl PL fom Ridge Project Title: Engineer: Project lD: Pmjec't Descr: Prinled:21 2021.3r1gPM Steel Beam _rapg_åæäEUCE$* Galculations per AISC 3ô0-16,tBc 2018, CBC 2019, ASCE 7-19 Load Combination $et: IBC 201$ Material Propertiee Analvsis Melhod : Allowable Strength Design geã'äBracing ; Beam is Futly &aced againsl lateral-lor*ional bucklíng Bending Axis: Major Axis Bending : SteelYield : Modulus; 5û.0 ksi 29,t00"0 ksí Fy Ê' H3$1Cx4x5/16 Span = 14.60 Ê Serviee lôâds åntered. Load Fsctors wlll be applied for calculallons'Loade Beam sell weight calculated and added to Unilo¡m Load I D'0.10, S = 0.375Û PÕint Löad : D * 39.$0 k @ 10,50 ft OESIGIV SUNT|,ÍARY Maxirnum Bending $lress Rat¡û = Seclion used forlhls span Ma I APPlied Mn/Om€98:Allowable Load Combination Localion of maximum on sPan $pan # where ma¡imum occurs Maxirnum Ðefleetion Mâx Ðûwnward Tranaient Beflection Max UPward Ttansienl Þe{lection Max Downward Total Def,eotion Mãx Upward Totsl Deflection loading kfit, Tdbutary wdlh = 1.0 ft ü.$83: 't HS$lêx4x5lt6 125"354k-ft 127.495k-ff *D*S 10.481tr $pan # 1 Maximum $hear $lrese Ratiq = Section used for thls sPan Va :APplied Vn/Omegå: AllowabfÊ Load Combination Localion of maximum on åPan Span # where maximum occurs 0"?0$ : 1 HSS16x4x5l1Ê 32.412 k 158.154 k +0+E 14.500 lt $Pan # 1 Maximum Farces å Stresses for Load Combinations Load Cornblna$onLongth SPan# D Ð"921 0.188 '117.4Säsgn, L' 14.50 4,147 >=360 0 <360 4ÕÊ >'180 0 <180 Ma Max h,lnx MndOmega Cb Rm Valt&x Vnrtômega 0.042 in Ratio r 0,t00 ln Ralio = 0.425 ¡n Råtio t 0.000 in Ratio = M V Mmax+ fr J 17.46 125,35 1¿3"38 7t,47 212.92 212.92 212"92 212,92 127.5û 127.50 v7.54 127.ffi 1.00 1.00 1.00 l.0t 1.00 1,00 1.û0 f .00 29.00 32.41 911* 17.82 2ö4,12 284.12 264.12 264.12 158.15 l5û.15 't5å.{5 158.'15 +D+S Osgn, L = 14.5Û ft 1 0.983 t'205 125'35 *Ot0,75û8-o!ãñ'. i= r+,50 tt I 0's68 0'201 123'38 40.60Ð ısgn.t=1a.5ûff 1 0,$53 û'113 70'47 tverall flllaxim um Deflections Max.'." Dell Locaücn ln ÊPan Load Combinadon Mâx. -+" Dol Læation in SPan Loåd Cornbinafon Span û,00æ Valuæln KIPS +D+S Vartic*l Reaetions 2 14.66r 2.719 11.542 14.0S0 't3.981 7.554 notåt¡oû : Far left ß #1 0,000 Load Overdll f\inx[num 0veîallMlNimum il Only +D{\9 {.D{i}.7S0S 2.719 29,69t 32.412 31.732 Odisea LLC F.0. Box 1809 Psonia, t0t1428 {e70} 627-s540 lucy@odlseanet.com Projec't Tlle: Engineer: Projec-t lD: Project Descr; P*nted:2, JUL 3021, 3:13FM Headeral Communi$ R¡r wl PL from Ridge Support nolntion : Far lofr is #1 Values ln KIPS $teel Bsam tNc. 14û64 Vertical ñeactions Load Cot¡blnaton Suppott I $upport2 {,,üt¡g S Only 7.1nþ 17,ð1rt2.719 2:llg ûdisea LLC P.0, Box 18û9 Paonla, CO 81428 {s-70} 527-9540 lucy@odiseanet,com Project Title: Engineer: Project lÐ: Projecl Descr: Pfinled: 7 JUL 2û21. 9:344M Steel Beam il{c. DESCRIPTION: Header at Community Rm w/ PL from Valley CÕDE Calculations perA|SG 360-16, IBC 20'18, CBC 2019. ASCH 7-16 Load Combinal¡on SBt : IBC 2015 lllaterial &ralysia Methd: Allowable Strength Design åearir Sracing : ûeam io Fully Braced agalnst låleräl'torrional buckling Bêndiilg Ax¡s l Major Axis Berding Fy Ê: : StealYield Modulus: 50,0 kûi 2S,00û,0 ksi 4l HSgJox6xS/å Ëpañ æ 15.ü ñ ._åpplit{_l,"gegå *.**"_* _-!:tf-39:!ntêe!lq#ft*FxU¡":Prt¡.rtggl9y!3l9iF-, ". Seam selt weight NÛT intemallv calculated and added Lod for Span Numbçr 1 UniforrnLoad:0=û,30, S=,|.125k/ft,Ëxtenl*11,û"Þ>15"01t, TribularyWidlh*1.0ft Point Losd : Ð = 21.40 k @ 11,9 ft 0E5tç,lt 9UtufiãARV Maximum Bending Stlêss Ratis = $ec.tion used for this sPan Ma : Àpplied i¡lnlOmega;Allowåblê Load Combinatíon Locatìon of marimum cn sPan Span # where mäximum oæu¡s Maximum Deflection Max Þownwerd Transient Defection lvlax Upward Trânslent Dåfleclion Max Downward Total Þellection Max Upward TotaÍ Deflection Maxirnurn Fo¡ees & Stres*es fo r Load Cambinations $.s35: 1 H3910x5x3/8 7û.949k-lt 75.848 k-ft +O*S 10.971fr $pan f I Maximum Shear Stress Ratio * Section usçd for thig epan VE I Applied Vn/Omegã : Altowable Load Combinaion Location of maximum on sPan Span f where maximum oæun ?,S35>=360 s <360 28S >-18û o <190 @ û.184:1 HSS10xSx3/8 20.633 k 112.2ö1, k +ü*S 15,000 ft $Pan # 1 o'û61 ln Raiiç * 0.t00 ln Ratio - 0,629 in Ra{io = 0.00û in Ralio = Max Sfess Båüos ghsar valuês Load Comb¡naüon MV Cb Rm Va Vnx VnrJ0mega -gsryi-Lq$l-* sryå 0nly Dsgn. L = 15.00 ft 1 D +D+$ Osgn.L= 15.00ft +O.tO.f50S D4n. L = 15.0011 'l{.ûtD Dsgn.L= 15.00tt 0,84S 0,143 64.37 0.935 0.184 70,95 0.914 0,17ñ 69,30 0.50s û.08s 38,62 64,37 126.87 75.8ı .l.00 1.00 70.s5 126.67 ¡5.85 l.Ð0 1.00 6C.30 126.Ê7 75.85 t.00 1.00 38,62 126.67 7S.8$ t.00 1.00 16.73 20.63 1S.Ë6 10,04 187.48 187.48 187.48 187.48 112.26 112,26 112.26 112.26 Oysrall Maxlmum Feflectlons Êpan Max. a" oÊtl L0calion in Span Loåd Comhlnåli0n Max.'+'0ell Locallon in SpanLoad Combinafon 0.62S0 û.4oCI Suppoil notation ; Far left i¡ #1 0"0000 Valus$ in KIPS +Ð*$ Vprtical Rcactions 0,000 Loåd Combinaf¡on su¡r¡nrl 1 Suppcn 2 Ovêrall llAxlmum Overall MlNlmum CI Only *0+S t ,¡tÞ/ û.600 5.8ô7 s.467 zrJ"0itJ 3.S00 16.733 20.633 ûdisea LLC P.O. Bo¡< 1809 Paonia, COS1428 {97û) S27-e540 [rcy@odiseanet.com Projec{ Title; Engíneer: Projecl lD: Project Descr: Prinl€dt 7 JUL 2021, 9;344M tteel Beam DESCRIPTION: Header at tommunity Rm wl PL from Valley Support nohdon : Far lelt is *1 Valuee ln KIP$Vsrtical Reactions Load Combfnatioo $uppon'l Support2 +t {J.tÐuÐ þ.ó1f 3,520 0,600 1U,täÕ 10.û40 3.900 +0.60Ð S Anly toilPA!¡Y odlse, LLc F,O, Eü ¡eû0 Fãoôb, çO 8'l 128 {å?0} 627:S610 ,,uU å, 10?l û9:23 HtrvrP!3,,id! PROJECT @ IüoodWorks* "¡ffryr*J tÐtr t€d}'' Þf¡Ætr hc¡!:É¡fyFâ Loadc: Ððslgn Chåck C¿leul¡t¡on Shoâl Woodwotts 8l¡sr?01â (Updsla 1l lìlaxlmum Roqctlont (lhû}, Böårlng Cåp.cltl€å flbol ¡nd BltÍng Lôllgttts {ln} : r4.?s, ?05û r.5è ¡.9 ?ðf û I 58r9 I I t,t: t -o? tt A¡O¡ c, 1? t11 ¡5t¡å t9 0ê IT,r.90 9i:,'l,ô0 1.û0L0l ã. 1. ly Irnqtù ñ¡R Xtn cb çb cb t.¡d F¡etôrûd3 5{pporl ùÈt lliÂc LVL n+ly, l'ÊË, 2800Fb, l-314"114"' 3{ly (5"1I¡1"r14"} Supportsi All ' ndt3r'€çÈ goxm, O flr'L ¡1s.2. -Tel¡l þùíi: s-6-¿5Ì C'$r r9s¡: ã-t l'?5ì Vðlun5 ¡ 1.8 Cu il' f.¡tèrut ilüDodt top , ¡t sutÉoís. bon-m . ¡t sópmsl Rcperl¡vo t¡oofi epplþd etteß 9omil€d (ßlor to qnlh€ hålp): Thh wlloÍ PAS8ES dE 6Êtlqn Èoda cnrcr e' .1382 lb./e' 3 0, tÉllr 224 t¡0ø 5Atð¡ SçùdtnE (+1 tJtsr ütl:ri fêt:l Þâf1ln !¡ pèr lllB ¡"{'3'1 vâ. Allðu¡âblo Str€s aÍd Þafleeüon N¡¡S ¡0ll I èl&- l'00 fuil mtùô¡ : I ; I 0.9i 0,9Õ !.00 1,0å l. ot :^Ôt Ðåtâ:Addltlonål ex atcfqPÂSOq3ç¿ ,0l0ôûi0,99* 9lal94:i ¡s5 tsıê î54 1. rcF dlll sô BIItlo¡ ì. Snof, 00 locd .ûô¡ßfeY Curt@ LCå *¡drb mmbô. {thåt li no butt lotnt! aD øam} lariffüd toqelhs sêcütÊtf ùl lûlefvsþ nol txwsd¡îg 4 llds ùe dopth rtd !rì6t åncft ply lr {q!âily loÞlord.d' VUìm ot 0aåeL &tudúr¡l AUILT.UF TCL: f,¡otser |gad¡K thEwtlhåÉ 8fffrtt. 2.dôlfllt to3.not å!d, {. åm ridÞto¡í3d.béðffi i¡35.ru¡ûlåctuEt tnloüNìbrsÌ 8!¡¡{iln¡ çq{0 (lgc.2ol8¡, t¡e N€t¡oû91 ot6lg¡ âpedfl*lhñ (r.{06 å018), ând N0€ o6hn Sutlloffini, no rcGh6s dl prl6, i t\Ø 1: 'f.(ít<7ELfIrfT lff 4)nrìsL lás,lvt4/\ ' 'Cor'o W"lr) J= ¡ü n , ur= {zatzs) 1,n\ { U* g x $x z/tø oe- LvL 1s) 1'l'1" ¿*,*) } c¡,rrs¡,¡sr¡ tøw*¿, Ê^, J= /8 ff I''ú{e**tr)It)= toÐ*57s W ¿ ü-t4 ry . .if= ÍlD# fl H rT d¡ruS g x 8,, V¡ç .e LvL /:) | I ?/8" /*,0¡) 'b C,o.r'5 Pmr"år\ J= 14.5 rr kî=12* 17ç\ /ro,S)= ãta r Vfr7,5 FqS.ç* ¡#.Srf f * 32 f)Ò4è ftT s, s Fr ,(,rfæ 8^E^3$6 cæ LvL /r) 14" (,^,.)Þ C¿rê¡us Næ;<orr Ê".*, , J -- /1,5 rr kr= {eo t "s)&,s) olsr) {- 5¿ S ftf P' * I'IZS* !* tf, o re /{ xø"* I * &* sþ& e LvL {s\ ¡ I /4 "{*,*) } t- , læ 3-Lwre.7 /r 7 n ui'= køt Fs) 1"\ - /úo + úu(> PLr ? ,=Í?-&*e tr 5,5 ,=t- ¿{ l1-t a. A* sltb ers. L\,ìL ls} z l? .:,1q)ç/q ))- (ærrru) OÐTSNA LLC engineering planni*g design Projectt Datel- 6 T'l"tIRD SI'RAÉ:T. / P"{ANI¡\ I C(} / 81428 970. 5?7,t5*¡0 x tü(tIgTø.OÞISA"¡\NIi'Í"COM ûdlsga LLC P.ô. Box 1809 Paonia, C0 81428 (970) 5274540 lucy@odlseanel,oom Project Title: Engineer: Project lD: Project Descr: Prinled: 2 JUL âû21, 9;4?AM $teel Beam DFSCRIPTION: Exedor Flat H$S Beam at Covd Patis CÖTJ.E Calculalions per AISC 380-16, l3C 2018, CBC 2019,ASCË 7-16 Load Combination Set: IBC 2015 Materia I Prooerties Analysis Melhod r Beam Braclng Beam is Fully Ereced against lat€ral-tor$ional buckling Bending Axis : Majot Axis Bending Allowable $trength Design r $tseÌYield : Modulus: 60.0 ksi 28,000.0 ksi Fy HSSSxgx3/1 6 Spán ; 1O.Û 11 Serviæ laads ente¡ed. Load Factors will be applied for calculstions.Applied Loads Beam self weight cålculalsd and added to loading- Uniform Låad : D = 0,2CI, S = 0,75ü k/ft, Tribulary Width = 'l 'Û ft 0Ës¡örv su,lfil{ÁRv Maximu¡'n Sending $tres* Ratio = Section used for this span Ma : APPlied Mn/0megalAllowable Load Combination Lccation of maximum on sPan Span # where ma¡imum occurs Maximum De{lection Max Pownwâtd Transleni ÛefleÇtion Max Upward Translent Deflediqn Max Downward Total Dêflsction Max Upward Tolaf Oaflection Maximum Forcss & $tresses fP r Load Combinations Maximum Shear $tress Ratio * Sec,tion used for this span Va : Applied Vn/Omega i Alltwablê L0ad Combination Location of naximum on sPan $pan f where maximum ffcurs 'l ,1 16 >;360 0 <3ô0 å64 >=,l80 û <180 l¡,la Max Mnx Epan # 1 Cb R¡n Va Mu Vnx S.40û: I H$S0x8x3/16 1?'.120k-fr 3t.292 k-ft *D+9 5.CIo0û $Pan # 1 ü.104 : I HSS8x8x3l16 4"848 k 46.749 k +u+ù 0.000 fr s.107 i* Ratia* ü.00Õ ¡n Ratio = 0.1 39 in Ralio = 0.û00 in Rat¡o: +O$ Þsgn.L* 1û.00ft *0+0.750S Dsgn.L:10.00i +0.S00 tsgn.L= 10.00t 0.400 0,1ü4 0.323 0.084 0.û54 0.014 12.12 9.78 J,05 ?,,75 17.12 *.78 f ,65 50.ı9 50.59 50,59 ã0.59 30,23 30.29 30,2S 30.29 1,t0 1,0û 1.00 1.00 1,û0 1.00 T.00 1.00 78.07 78.0? ?8.0? 7&.0'l 4t.75 46.75 48.73 46.75 1.1û 4.85 3.91 0.5s Overa ll lUlaximum Daf lection* Span Max.'-- Ðell Locå{on in Span Lo¿d Combinalion Max. -T Ðstl Læa$on ¡n SPan Load tombination 0.13E:!5.02S 0.ü]00+{J+U Vertical Reactions Support ilotåüil : Far ieå ls #t Valusç in KIPS 0.000 Load tombinaflon 0venâll MlNiñum D Only *D+$ +0{0.75tS 40.€00 S Onty I Srlppoú 2 0.659 1.09E 4,84t 3.C11 0.ôs9 3.?$t 0.659 1.098 4.å4S 3.911 0.659 3.750 Odisea LLÖ P.0, Box 18û9 Paonia, CCI814?8 (970) 527-3540 lücy@odiseanet,com Projec.t Title: Engineer: Project lD: Project Deecr: printëd:21 JUL 2Aå1, 3:3SPM Wood Beam DESCRIFTIO}¡I Fxerior Flat HSS Beam at Covd Palis - Wood rNc.1t8$2010, Lic. # : XW-08Ð CADE RËFERSTVCfS Çalculations per ND$ 2018, IBC 2t14, CBC 2019, ASCE 7-16 Load Combination $et: IBC 2015 Material Froperties Anatysis Melhod ; Allowabte $tress Design Fb + tòaíCòm¡lnar¡on JBC 2015 Fb - Fc- Prll Wood So€cies : Trus Joist fc' PeJP ü'iffi ðä#" , NiË;Jä; LVL 1's É Fv Ft Beam Bracing : Beam is Fully Braced against lateral-lorsíonal buckling 2,600.0psi 2,600.0 psi 2,510.0 psi 750.0 psi 285.û psi 1,555.CI psi E: Modulus of Elasticity Ëbend- xx 1,900'0ksl Ëminbend - xx 965.71 ksi Ðensity 42.010pc| 3-1.7Sx$.25 Span - 10.0ft Ssrvice loads entered. Load fcctors will be applied for calculatrons'Applied Loads Beam self weight cålculâtod snd added to loads Uniform LJad : D = 0.20, S = Û,75Û, Tributary Width = 1'0 ft OËSfG¡t SUnt¡LfÂRY Maxirnum Bending Stress Ratio E Se*tion used for thie ePan lb: Ac{ual = Fb: Allowable : Load Comblnation Location 0f max¡mum on spån = Span#where maximum occurs s lVlaxirnum teflection Max Downwârd ?ransie¡l Defleclion Max Upr¡¡¿rd Transient Deflec-tlon Max Downward Total Deflection Max Upward Total Deflectìon ü"Ë4& 1 3-'l*75x9.25 1,931.76psi 2,990.û0psi +D+E 5.00Ûft Span # '1 û.385 : I 3.1.75x9.25 126.08 Psi 327.75 Pei +D+$ 0,000{t Span # 1 0.258 in *atio * 0.û0ü in Retio = 0.33? ¡n Ratla = 0.000 in Rstfo ç Maximurn thear Stress Ratio $eetion used for lhis sPan fv: Actual Fv: Allowable Load Combinât¡ðn Localion of maximum on span Span # where maxlmum occuls 465>=360 ü <3ı0 361 >=180 ü <180 Strssses for Laad Combinationslllaximum Fcrces & Load Combirìâüon Segmentlength $Pan# Sress Ratos*ili--*!- Ç¡ Cr¡v ü¡ çr Cff Cr C¡ M ft r'b VtuFvMomentValues r,000.000.000.00 Þ 0nþ Length ¡ 10.0 ft *I)+S Lenglh' 10.t ft 40*0,¡$0S Longûr * 10.0 ft +0,60Þ Lenglh = 10,0 fl 0,183 0,646 0.s20 0,062 0.r09 0.385 0.31û 0.t37 0.90 { 4t 1.J5 1.ô0 1.00 1,000 1.û00 't.000 1,000 1300 1.000 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1,00 't,ffi 1,00 1,0û 1,00 r.00 f ,00 't.00 2,68 i2,05 9"71 1.61 43S,ü9 r,931.76 1,55Ê.09 257,46 2340.ü0 2S90,Ð0 2990.00 416S.û0 25ô.$0 0.00 327 "75 0,00 327,75 û,00 456,0t 1.00 1,00 1.00 1,00 r.0s 1,t0 1.00 1,00 1.0û 1.00 1,00 1.ü0 1.00 1.00 0.00 0.91 28,tt0,00 0.00 4,08 126,00 0,00 0,00 3.2e 1û1.5s 0.00 0.00 0.54 1ð.t0 0.00 0.00 Overall Maxi mum Deflections Max.'"" Þefl . Locâtion ln $Pan Max"'+" Þðll Location ln $pan Load Combinatlon +O*S Span 0.3317 5,036 Combinalion 0.0û00 û.t0û Odisea LLC P,û. Box 1809 Paonia, C0 81428 {97S} 527-95,{0 lucy@odisænel,æm 0ESCRIPT¡OI,¡: Exerior Êlat HSS Bearn at Prdec{ Titla: Engineer: Project lD: Project Descr: Prinred: ?i JUL t021, 3:33FM Covd - Wood Support nohthn : Far þff ls *{Values ln ilPË Wood Beam Vertical Reaction* Load Combinaüon Suppo¡l1 Support 2 çv€nllMArgmum OvorallMlflimum Ð Only +Ð+$ 'tÐ+0,750$ {0.60t¡ SOniy 4,U21 3.75S \471 4.421 3.ôt3 û^643 3,750 ¡1,ö¿1 3.750 1.071 4.821 3.883 0.843 3.750 Odisea LLC P.O, Box 1809 Paonia, CO 8'1428 t970) 527-9540 lucy@odiseanet,com Projec{ ïitle: Engineer: Projecl lD: Project Descr: Printed: 2 JUL 20*1, û:4'1AM Steel Beam Sofisøô ÐESCRlPTlOli¡: Exerior Flat HSS Seam 0utside Comm Rm CçDß REFFRETVCËS Calculations perAlSÇ 960-16, ¡BC 20f 8, CBC 2019, ASCË 7-16 Load Combination Set: lËt 2016 Material Properties Analysis Method : Allowable Strength Design B¿añr Bracing : Beam is Fully Braced agâinst lateral-torsianal buckling Bending Axis : Major.Axis Bending : SteelYield r Modulus: ã0.û ksi 29,000.0 ksi r_V HsSSrBxS/16 span = 18.Ç fi ed Load*Service loads entered. Load Factors will be eppli€d for cålculåtiong. Seam Load for and added to loading Unifonn Load I Ð = 0,10, 3 " 0.375t k/ft, Exlênt - t.t ->> 14.0 ft, Ttibutary widlh '1,0 ír Point Load : D " 0.510 k @ 14,0 fÌ DFStâtlt SUMMARV Maximum Bending Slrçss Ratio = Stsdion used for thls span Ma:APPlied Mn /Omega :,4llowable Load Combination Localion of rnaximum on sPan $pan # where maxlmurn oæurs Maximum Defleclion Max Downward Ttsnsient Þetlectíon Max Upward Transient Beflection Max Ðownward ?otal Deflection M*x Upward Totãl DþRect¡on 0.633: 1 HSS8x8x3ll6 ls.162k.ff 30,2s2 þfr +D+S B.794ft Span # 1 Maximum $hear $tress Ratio = Sôction uesd fior this spän Va ; APPlied Vr/Omegâ: Alloweble Load Combination Location ol maximum an sPan Span f where maximum sccurs 432 >=3ô0 0 <360 3û7 >=180 Õ <180 6"093 : 1 HSS8x8x3l16 4.354 k 4S.749 k +D+S 0.000 ft Span # I 0.499 in Ratio * o'ooo in Ratio = Õ.7S5 in Ratio' 0"000 in Ralio. lUlaximum Forces & Stresses for Load Combinations Load Çombination Segment Longltt $pan # Sf€ss M V Mmax+ Mmax'Max Mnx Mnx10meta Çb Rm l/a Mar Vnx D Only Dsgn.L' 18.00ft t 0,181 *CIJ\5 Dsgn. L = 18.00 tt 't 0,633 {Ð4€.7509 Dsgn. L: '18.00 tt I 0'519 {0.600 Dsgn,L= 18,0ûfl 1 0'109 Overall Maximum Ðeflections 0,025 0.û03 0,s76 0,015 s,4t ,r9.16 15,73 J,¿Y 5.48 'ts.t6 1$.73 3.25 50,59 50.ås 60.59 50.59 30,29 30.29 30.29 30.29 1,û0 1.û0 1.00 1.0û 1.0û 1,00 1.{E 1.00 78.07 78.07 78.07 78,07 46.75 46.7S 46.75 46.75 1,15 4,35 3,55 0.s9 Load Comblnation $pan Max.'.'Dsfl Location in Span Losd tomblnatbn Mäx.'4r'Þ€ñ Loçat¡ôn in Spân +Ð*S Vertical Raactions 0.7046 LS4S 0.u;00 Support notation ; Far let is S1 Valueç ln KIPS 0.0t0 Lsad Comþinetion Support'l Ovsrall M,qxirnurn Ove¡allMlNimum 0 Only +ll+S 0.€87 1.14ô 4.354 3,15C 0.671 f.1 18 3.'159 Odisoa ll0 P.0. Box 1ffiS Faonia, CO 81428 {970) $27-9540 lucy@odieeanst.æm Project Title: Engineer: Project lD: Project Ðes*: Fdnt€d: : JU! 20?1, 9r4 1AM Steel Seam tNc. DESCRIPTION: Exerior Flat tl$S Beam Qutside Comm Rrn Vertical Reactione Supporl notation : Far left is #1 Valuæ in llPS Load tombination Support 1 Supportz +uïr.l9uù "r0.600 S Only it.3ðz 0.687 3.20t l,ocu 0$¡1 2,A42 Odlæa LLt F.O. Ðox 1809 Paonia, t0 81428 i970) 527-9540 lucy@odiseanet.com Projcct Title: Engineer: Project lD: Project Descr: Prinr€d:21 JUt 20?1, 3:3ÊPM Wood Beam DE$CRlPTlOll: Exerior Flåt HSS Beam Outside Comm Rm - Wood COÐg RFFËRË¡tlÜgS Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2015 l[ûaterial Analysis Melhod : Allowable $lress Design Load combination lBc 2015 +Fb Fb Fc Fv FI 2,60û.S psi 2,600.0psi 2,510.0psi 750.0 psi 285.0 psi 1,555.0 psi E : ilodufus of Elasticilr Ebend. xx 1,900,0ksi Emiflbend - xx 965.71 ksiPrll PerpWood Wood Species Grade : ïrus Jsisl :Microlam LVL 1.9 Ë Þensity 42.t1tú $eam Brac{ng : Beam is Fully Bracçd agä¡nst lateral-torsional buckling 3-1.?5xJ 1-å7 Span = 18.û fi Applied Lsads $ervice loads ent*red. Load Fectors witl be applied for calculalions. Seam self weight calqrlatod and sdded to loads "ifiåHä*iltll.,o, s = 0.t750 lr,rt, Exrenr * 0.0 ->> 14'û rt, Tributary width = 1.CI rr Point Load : S = 0.S'1t k @ T4,0 ft ËF$r6lv $u*tltAÊy Maximum Ëending $lress Ralio = $ec-lion used for this span fb; Actual ã Fb: Allowable ã Load Csmbination Location ol maximum on sPan ã Span #where ma'eimum æturs = Maximum Oeflectian Max Downward Transient Ðeflecllon Max Upward Tråns¡ent Þeflection Max Downward Total Deflection Max Upward Total Oefleclion û"å?1: 1 3-1.?5x11.S7 1,857,91 psi 2,s90,CIops¡ +Ð+S 8.803fl Span # 1 Maximum $hear åtress Ralio Sec{ion used for this sPan fv: Actual Fv: Allowable Lo# Combination Location of maximum on sPan Span f where maximum otür$ 0.283 : 1 3-'t.75x{'1.87 92.75 Psi 327,75 Psi +D+S 0,00Û ft SPan # 1 in in in in 0.567 o.000 0,797 û.00ü Råt¡o = Råtlo ã Ratio. Rãtio Ë 380 >*360 û <360 ?70 >.180 0 <190 illaximurn forcea & Stressss for Load Combi*ationa tr¡lomentValues Shear Values Load Coribinafon *s_egjpltþlsth _ Spanf- _ __ C6 trru 0¡ Cr Cm C c M Max Sfess Ratios MV L frPb tu F'.v 0,00 "'---- û00 26,1û ?56.500.00 0.ü0 92,¡5 327:150.00 0.00 75.67 327.750,00 CI,00 15.69 456,S0 V 0 Only Lengh = 18.0 ft. {Ð+S Lengfr = 18.0 lt +Ð+0.750S Lengtft' 1ð.0 ft +0.ô00 Leng& ' 18,0 t 1 t.226 1 0.621 1 0,51û 1 0,070 0,102 0.?83 a,81 0.034 0,s0 1.15 1.15 1.60 1.000 1.00CI 1,00û 1,000 1,000 1,000 1.000 1.00 't.00 1.00 1.00 1.t0 1.û0 '!,üû 1.00 1.û0 1.00 1.0û 1.00 1,00 1.00 5,43 1S.10 15.68 3.26 527.78 1,85T,91 't,524,å6 316.ð6 0.t0 2340,00 0,00 299û.t0 t.Û0 2990.00 0.00 418û.û0 1.0û 1,00 1,û0 1,0ü 1.00 1.00 1,ûe 1.00 1,00 1,00 1.00 1,0$ 1,08 1,00 1.0t 1,00 1,00 1.00].ût 1.û0 1,0û 0.00 1.09 0.00 3.86 0,00 3.1å 0,00 CI.65 Odisea LLC P.O, 3ox 180$ Paonia, C0 û1428 t970) 527-3540 lucy@odiseanet"com Projec.t Title: Ëngineer: Froject lÐ: Project Descr: Priritûd:21 JUL 2û21. 3:36PM Wood Bcam DESCRIPTION: Exerior Flat HSS Beam Outside Camm Rm -Wood Oversll Deflections Span Måx. --'Deff Location in Span Load Combinâlon Max.'+" 0efl in Span 0,797r 0.8000 Values in KIPS û.000.¡D+S Vertical Reactions $uppoñ nohtion : Far þû ls#1 Load Combination Supportl $uppott2 OvergnMAÀlmum Ovaralll¡llNimum 0 Only +D+S +O+û,75ûS {0,600 $ Only 4.J¡lt 3.209 1,133 4.!41 3,539 0.080 3,208 ;r,14U 2.ç42 1.105 3.146 2.ê36 0,ô63 2.942 Odisea LLC P,O, Box 1809 Paonia, CO 814?8 t970) 5274540 luçy@odiseanet.con Printêd: 3 JUL ?û21. 9:4S,AM DE$CRIPTIOH: Ex$rior Flat HSS Beam at tovd Patio {Ni _çgpËß_€rgËg¡¡ËEg_ Calculations per AISC 360-16, IBC 2018, CBt 2019, ASCE 7-18 Load Combinatíon $et: IBC 2015 llllaterial Projêcl Title: Ëngineer: Project lD: Projec{ Descr: Amlysis Methd r Beam Braoing : Allowabte Êeam is Fully Braæd against Bending Axis : Major Axis Bending bucklìng HsggxexS/1Ê gpân * 14.5è lt :SteelYield : Modulus: 50.0 ksl 29,000"0 ksi Fy c. $teel Besm ti¡c. Lic, # Applied Loads Service loads entered. Load Ëactore w¡ll þe applied for calculalions, Be¡rm self weight calculated and added lo loading Load for Span Number 1 Un¡form Load : D * t.210, S = 0,7875 k/fl, Ëxt*nt = 3,50 ->> 14.50 ft, Tribulary Widlh ' 1'0 ft Pûint lodd : D " 2.280 k @ 3,50 11 ÐËst6| su¡ttttåRy Maximum Bending Slress Ratio = Seotion uEsd for lhis spân Ma I Applled Mn/Omega:Allowable Load Combination Location of mø<imum on sPan Span # where marimurn oçcurs Maximurn Dellection MEx Downwerd Trailsi6nt Doflsction Max Upward Trânsieât Deflection. Max Downward TÕtal Ðellection Max Upward Total Þeflection a.xe".1 H$S8x8x3lfÊ 27"ı75 k-ft 30.?92 k-fi +D+S 7.126fr Span # 1 Maximum Shear $tress Ralio * Sectlon used for this span Va :Applied Vn/Omega :AllowablË Load Combination Location of marimum on span Span # where maximum occurs 4ü2 >*366t <360 å61 >*180 0 <190 MnX c.1S1 : I ll$SBx8x5l1â 7.503 k 46.749 k +u+Þ 14.5ûû fr SPan f 1 0.433 in Rat¡o = t.ûü0 ín Ral¡o * û.SSð in Retio = 0.00Q in Ratio. Maximum Forces & gtresses for Load Combinations Stres$ Span #M V Mmax+ Mmax- - -9ssgg-gf slgg.UlsP* Va Max Vnx Vruç/0¡nega Load Combination $egment Longlit D 0nly_- *-- Dsgn.L' 14,50ft +0{$ Ds€n.L= 14.50ft {O+0.75ûS Oqn.L* 14.50ft {0.S0D Dsgn.L* 14.$0fr t,325 0.9't4 0,763 0,195 0.059 0,16'l 0.132 0.t35 s.85 2'l.87 23.12 s.s1 û.8ı 27,67 ¿J. l¿. s.g1 50.59 50.5s 50,59 50.s9 30.29 30,29 3û,2Ð 3û.2S 1.0û 1.00 1.0û 1.0t 1.00 1,0ü t.ûð 1.0û 78.87 78,0? 78.07 78.07 46.75 46.75 46.75 4ô.75 2,75 7.SS ô,16 1,65 Overall Maximum Deflections Load Cômbinaüon $pan Max.'-" ûefl Loælion ln Span Load Combinaüon Mat.'+'osfl Localion ln Span 0,û657 7.250 Support notalbt i Farlet ¡s #l 0.00ü] Values ln XIPS +D+ti Vertical Reactions 0.00û Load Combination Suppo¡l I $upPort2 Qvsf¡rllMAXimum OveråltMlNlmum Þ Only '¡O*S s,034 1.64S 2,748 €,034 t.5uI 1,276 2.128 7.503 0disea LLC P.0. Box 1809 Paonia, C0 S'1428 {970} 527-9S4t lucy@odiseanet,com Frojecl Title: Engineer: Project lD: ProJec't Descr: pfinied: 2 JUL 2Õ21 9:404M : Exerior Flat H$$ Beam al Patio (N) $bel Beam Vertical Reactions ¡otation ; Far left lt #1 Values in KIPS load Combhaüon $üpport 1 +D!{).7öüS +0.600 $ Only s,211, 1.849 3.280 8,15V 1.276 5,377 Odisea LLt P,O, Box 1809 Paonia, C0 81428 (970) 527-954û lucy@odiseanet,æm Froject Titla: Engineer: Project lD: Projeot Descr: Prìnted;21 JUL ?üå1, 3:38PM Wood Beam t¡lc. Lic. # ÐESCRIPTION: Exerior Flat HSS Beam at Covd Palio {N). Waod CODEREFERËTIITËS Calculations per ND$ 201t, lg0 ?018, CBC 2019' ASCE 7-16 Load Combination Set: lÊC 2015 iñaterial Properties Analysis Method: Aliowable Stress Design Fb + Load'tombination tBt 2016 Fb - Fc- Prll Woed Soecies l Trus Joist fc- Feç Woø Grade ; Microlam LVL 1.S E Fv FI Beam Sracing : Beam is Fully Braced against lateral-torsional buckling 2,S00.0 psi 2,ô00,0 psi 2,S10.0 psi 750.0 psi ?85.0 psi 1,555,0 psi E: Modulus of 6lasfbdy Ebend- xx 1,9û0.0ksi Eminbend - xx 9s5.71 ksi Denslty 42.010pcf 3-1.76x14 Span = 14.50 fi Applied Loade Service load¡ enlered- Load Factors will be applied for calculations. Seam self weighl calculated and added to loads Load for Span Number 1 ljniiormLoad:Û=0,21Û, $=0,78?Sklfl,Extent*3.ã0Þ'14.50ft, Tributarywidlh=1'0fl Poinl Loâd : D * 2,280 k@ 3.50 fl DESfG¡, SUûI,|,/IARY Maxirnum Bending $tress Ralio = $eclion used for this sPan lb: Actual s Fb: Atlowable = Load Combinalion Lçcailon of ma(imum on sPan = Span # where mâ,timum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Defleetion Max Downward Total Þeflectfon Max Upward Total Deñ€ction *.6â21 3-1.7Sx14 1,*39.74psi 2.927,97psi +û+$ 7.144ft Span f 1 Ë.394 : 1 3-1.75x14 1?S.18 Ps¡ 32?,75 Psi *ü+S 13.336fr SPan f 1 û.?93 in Ralio = û.000 in Retio: û.462 in Ratiç = t.000 in Ratio = Maximum $hear Stress Ratio Section used for this sPan fv: Actual Fv: Allowable Lod tombination Location of marìmum on sPan Span #where maximum oæurs 581 >=360 ü <360 37S>*180 ü <190 Maximum Forees å $trasses for Load Combinations û¡lax $tress Ralios MomsntVâlu€s $hear V¡lues Load Combination $egment Length $pan ¡f M -ta ,9.'s, . 0.90 0.9?c 0,97S 1"15 0.979 0.979 1"1$ S.9r9 û.979 l.ö0 t.979 t¡ Cr C¡q Ct M Ib F'bL Vfu fv 0 Only Lengh = 14.50 t +0+S Length = 14.5û lt +Ð+0.76ûS Lmgü " 14,60 fl *t.t0D Lengü = 14,50 ft 1.0û 1.00 1,00 1.0û 1.00 1.0ü 1,00, 1.m 1,0û '1,æ 1,00 1.0t 1,00 1.00 1 0.3ç2 û.602 û.554 0.102 û.2'rt Õ,394 0.325 0,073 1.00 1.00 1.00 1,00 '1,00 1,û0 1.00 9.89 27."r2 23.17 5.93 1,00 1.00 1.û0 1.00 1.00 1.00 1.00 f.00 1.00 1,00 1,0t r.00 1.û0 t.00 692,00 1,93S,74 1,621.25 415.20 0.00 2291.45 û.ûû 2927.97 0.0ü 2927,97 0.0$ 4073.70 û.00 0.00 2.74 55.84 û.00 0.0$ 6.33 12e.18 0,0û 0.00 5.22 1ffi,43 0.00 û.ûû 1,64 33,$1 0.00 256.50 0.00 327.75 0.00 327.78 0.0û 4S0,00 Odisea LLC P,O, Box 1809 Paonia, CO $14?8 {970} 527-9540 lucy@odismnet.ærn Project ïtle: Engineer: Project lD: Project Descr: PriÈrêd:21 JUL åf?1, 3:3ûFM Wood Beam $ñva¡e ÐESCRlpTlOl¡: Exefor Flat HSS Seam at Covd Patia {N} " Wood Overall Maximurn DBllections LoEd tomblnation Span Max,1" 0efl Locâfon in Span Load Combinalion Mar.'+'DEñ Læatbn in Span *D48 Vartical Reactlons 0.4ô18 7.?50 $uppod notaüon : Far þt ir #1 Valuæ in l{lP8 0.000 load çombinaüon Support I Suppott2 wetatMÂJçmum OverallMlNlmußr 0 Only +Dr$ +O+0,7505 +0.û00 I Only Þ.uTt 3,286 2,7ö1 6.047 5,226 1.657 3.28ô 7.å18 5.37'î 2"14t 't.ß16 ô.172 1.2M 5.377 ûdisoa LLC P,0, Box 1S09 Paonia, CO 81428 (970) 527-Sö4t) lucy@cdiseanet.com Projecd Title: Engineer: Project lD: Project Descr: Pfintedi 2 JUL 2021. g:484M SteEl Beam ÐESCR|FÍþNr Exsior Flat HSS Beam Outside Wor*out Rm *æSF_8#8EU_CFJ Calculationg per AISC 360-16, l3C 2018, CBC 201S, ASCE 7-16 Load Combination $et: l8C 2015 Sofurse Ëf,IÉRCALC, ll,lt 1S$æ20, lþlaterial Properties Analysls Method: Allowable Strength Design Beañ Bracing ; Eeam is Fully Braced against lateral-tcrsicnal buckling Bending Axis : Major Axis Bending :SteelYield: Modulus; 50.0 ksi 29,000.0 ksi r-V t: s{1 {"-" Hsg8x8x3l16 Spân * 14.Sû ft Applied Lcads Seryice loadç entered. Load Faclors will be applied for Ealtulations' Beam self weight calculaled and added to loading Load for Span Number 1 Uniforrn Load : D , 0.150, S = 0.5625 k1ft, fxtent = 0.0 -+> 14.50 fi, Tributaty Widlh = 1,0 ft Pûint Loâd : 3= 1.425 k@ 4.çft SÊS'çIV SUF¡MAftY Maximum Bending $tress Ratio = Sec{¡on used fcrthls span Ma :Applied Mn lOmÊgâ : Allowaþle Load Combinalion læalion of maximum on sPan Span # where maximum oæurs Maximum De{lection Max townward TranÊient Deflection Max Upward Transient Deflection Max Downward Total Ðellection Max Upward Total D¿flecl¡on â.733; 1 H558x8x3l16 22.197 þft 30.292 k-ft +D+S s,711fr Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omoga : Allowable Lôâd Combinålion Location of maximum on span Span # where maximum occurs 488 >=!$S 0 <360 323 >=180 0 <190 S.136 : 1 ll$S8x8x3ll6 6.34ö k 46.749 k +u+Þ t,00û ft Span #'1 0.356 in Ratio = 0,0tÛ ln Ratio = 0.538 in Råtio = 0,00t ln Ratio = Maximum Forces & $treeses for Load Cornbinations Values $pan # M V Mmax + Mmil - t¡a [¡lsx Mnx Mnxtomega Ð 0nly Load Cornbinafon Segment Lsngüt - . 919trs,9|:le{y4ury-.- Va Max Vnx Vrx/0mega Dggn' L = +0+S Þsgn' L = +D{0,760S Dsgn. ¡ - +0.800 Ðsgn. L * 14.50 ft 14.å0 t 14,S0 ft 't4.50 t 0,256 0,733 0,612 c.154 0.048 0.136 0"114 t.029 7.76 22.20 18.S3 4.66 7.76 22.2ú 18.53 4,66 50,59 50.59 5t"59 5û.5S 30.29 30.?9 30,?9 30.29 l.û0 1.0û 1.00 1.00 r.00 1.û0 r,00 1.00 78.07 78.87 78.07 78.07 46.75 46.75 46.75 46.7S 2,26 6.34 5.32 1.3S Overall Maximu¡n Deflections Load Combina$on Span Max. '-" Dell Laætion ln Span Load Ccmbinafon Mâx,'+" osfl Loçatitn ln Span g,ã37e 167 û.ûû00 Valuæ in KP$ +u+ti Ve*ical Reactions Supporl $uppoí 2 $upport notalion l Far lefi ís #1 0.0û0 Ovel:allMÂXimum Ove¡allMl!'¡lmum D Only +0+$ tt.3¡l{i 1.357 2"2ô2 6.340 5,701 0.974 1.ß21 5,70'l Odises llt P,0.3ox {809 Paonia, tO 81428 (970) 627-9ö40 luçy@odisBanêt.com tESCruPfþN: Exerior Flat HSS Beam Outside Workout Rm Project Title: Engineer: Proiect lD: Project Descr: Printðd: 3 JUL ?t?l Steel Beam Vertical rutalion rFarleiiE#1 Values in KIPS 1 $uppottZ ùI]'tg,I5lrli 'r0.600 $0nly 4.ttðz 0.974 4.078 5.320 1.3S7 {.078 Odiæa LLC P.0, Box 18(É Paonia, C0 81428 (9T0) 527-9540 lucy@odiseanet.com Project Title: Engineer: Projecl lÐ: Project Descr: Pfinred: ?1 .rul ?0?1, 3:4ûPM Wood Beam DEüCRIPTION: Exerior Flal H$S Beam Oalside Workout Rm -Woad COÐE RFFERS¡ICÉS Calculations per NÞS 2018, tBC 2018, CBC 2019' ASCS 7-16 Load Combination Set : IBC 20'15 IlñatËrial Prosertie* Ànalysls Melhod : Allowable Stress Ûesign Load Combination tBC 201S tb Fb Fc FC Fv Ët +2,600.8psi 2,600.0psi 2,S10.ûpei 750.0psi 2Bã.Spsi 1,555.0psi Fr Modulus of FlasticityEbend-,g( 1,90û.0ksi Eminbend - x¡< 965.71 ksiPrll PårpWod Wood Species Grade :Trre Joist :Microlam LVL 1.9 F Þensity 42.01ûpct Seam Eracing : Eeam is Fully Eraced against lateral-torsional buckling s{1 3.1.75x1 L25 SFan = '14.5û ft Applied Loads $ervice lsads entered. Lssd Faetsrs will be applied fcr celculalions. Beam self weight calculatsd and added to loads [oad for $pan Number 1 un¡loirilLoad:t=0,150, $=0.5615k/fl,Ëxtent"0.0*>>14.5011, TributaryWidth'1.0fl Paint Load : D * 1,4?5 k @ 4.0f| Ðg$tG,\l SUÅ{,14AR}¡ Maximurn Bending ttress Ralio = Section used for this sPan fb: Aclusl ã Fb: Allowable = Load Comþination Læation of rnaximurn on sPan 3 Span #where msimum mcurs ; Maxirnum Ðeflecti*n Mâx Downwârd Trancient Þeflec{ion Max Upward Transient Fc{leclion Max Downward Total Defieaion Max Upward Total Ûefioction 0.8û? 1 3-'l.T5x{ 1.?$ 2,398.44psi 2,090.00psi +t*S 6.7211r SPan # 1 Maximum Shear $tress Ratio Section used fcr this sPan fu:Actual Fv: Allowable Load Combination Location of maximum on span Span # where ma(imum ûccurs 3S5 >=360 0 <360 243 >=l$$ 0 <'t80 0.4.39 : 1 3-1.7Sx11.25 143.90 psi 327.75 Pgi Ð*S 0.0Û0ft SPan # I 0.475 in Ratio. 0.000 in Râlio r 0.71ô in RatiÖ = Û.tÖ0 ln Ratio = Maximum Forces &Streesee for Laad Somhinalicns Laad Çombination Segmênt Lerqü'l Max Etr€ss Raüos Span # li¡---'--ï^*Ç¿ Cprv C¡ Cr Ç¡¡1 Ç tt¡-M 7,71 22.13 18,4ô 4.62 tu Fb VfuF\I DOnþ Lânglh = 14,50 * *Ð+$ Lengh = 14.50 lt {Ð+0.750$ Lengh = 1{.50 lt +{.60Ð Longü¡ * 14.59 I I I 0.3s7 0.t02 0.ß69 0.12Û û.207 0.439 0,370 0.070 0.s0 1.15 1,1ã 1,6û 1.000 r.000 1.000 1.000 l.û00 1$00 r.000 't^00 1,00 1,0û 1"00 1.00 1.00 1,00 1,00 1.00 1,00 1.00 '1.0û 1.0û 1.00 1.00 1.00 1.00 r.m 1.m T.00 1,00 .00 .00 .00 .00 ,00 .00 .00 .00 .00 .00 .00 .00 .00 ,00 835.13 2,3S8.44 2,û00.?0 501.08 0"00 2340,00 0.00 2S90,00 0,00 2990.0t 0,00 4160.00 0,00 t.Û0 2$9 53.1S0.û0 0.m 5.67 143,90t,00 û,00 4.t7 121.22 0.00 0.00 1.26 31.91 0.00 356,üt 0,00 327.75 û,00 327.75 0,00 456.00 MrmsfltValues Shear Vâ¡uès Odisea LLt P.O. Box 1809 Pao¡ia, Ê0 81428 (s70) ö27-9540 l*ey@odiseanet,æm Project Title: Engineer: Project lD: Project Dsscr: Printed: 21 JUL ã011 3:4óFM l/Uood Beam t¡¡c, # : KW-0601 DËSCRIPT¡ON: Fxerior Flat HSS Beam OutsÍde Worksut Rm ' Wood Overall Maximum Þeflections Load Çombinaüon $pan Max,'-' Defl Location in Span Lød tø¡binaüon Mar,'+" Oell Locallon in $pan .rÐ+8 0.7159 7j44 0.û00s Values ln KIPS 0,000 Reactions Support notâlíon : Far þTt ls #l Supprt 1 OverallMlNtmum D Only iÐà9 {Ð'0.750S 'i0,600 S Only 4.078 2,244 6.322 5.303 1.347 4.078 6.078 r.606 5.6ô4 4.EM 0.9ô3 4.078 Odlsea LLC P.û. 8ox 180$ Paonia, tO 81428 (970! 527-9ð40 lucy@odiseanet,æm Pmjscl Title: Engineer: Project lÐ: ProJect Ðescr: Pr¡nlãd: rJUL202t 10:0Û.dM Steel Beam DFSCilFfþH: Flat HSS Eeam at tntry rt¡c, #: KW"060't4064 öalculations per AISC 360-16, IBC 201 8, CBC 2019, ASCE 7-16 Load Çombination Set: IBC 2015 fUlaterial Analysiu Method; Allowable Strenglh Ðesign Eearir Sracing : Eeam is Fully 8raæd agajnst läterâl"lorsional buckling Bendlng Axis; Major Ax¡s Bendang : SteelYield ; Modulus: 5ù.0 ksi 29,000.0 ksi Fy tr. HSgSxex3/16 Spafi * 7.O â Åpplied Loads Servlce loads entersd. Load Faclors will be applisd for calculations. Bêam sêlf wêiçht calculaled and added to loading Load for Span Number 1 Unifoim Ltad : 0.0.160, $ = 0.ð0 Uft, Extenl = 0'Û *>> 7'0 fi, Tributary Width ' 1.t fl Point Loacl : ü - 2,280 k @ 3.5011 ÐËSlGlV SullðlttÂËY Maximum Bendi*g Stress Ratio = $ec,tion usgd tol lhis spån Ma:APPlied Mn /0mça : Allowable Load Combinalion Locat¡on of maximum on sPan Span # where maximum oc€urs Maximum Þefleclion Max Ðownward T{ånË¡ênt Dslleclion idax Upward Transient Þeflcction Max Ðownward Iotal Dsflection Max Upward Total Deflection S.28S: t HSSExSxSft6 8.765 k-ff 30,232 k-fr +B+S 3.500fl SPan # 1 Maximum Shear Stress Ratio * Section used for this span Va r Applied Vn/Omega: Allowâblê Load Combination Location of maximum on span Span #where maximum occur$ 4,0S$>*360 û <360 187? >"180 {l <180 g.Û83 : I H$88x8x3ll6 3.86û k 46.749 k +ü+S 0.0ût ft SPan # 1 0.û21 in Rallo = 0,000 ¡n Ratio = 0.0/15 in Relio = o'ooo in Ratio * Maximum Fo¡ces & $tresses for Load Combinations load tomblnaüon Segment Lengft $pan# M V + Mmar - Ma Max Mnx/O¡nega cn Rm Va Max Vnx Max ¡ilres.Ë D Only 9sgn,L= 7.00fr 1 0.168 +0+'5 Dsgn.L= 7.00ft 1 0'189 {Ð'0.750Ê Þsgn.L; T.00fr 1 0.2åS 1{.€0D Dsgn,L" T.00lt f 0'101 Overall Maximum lleflections 0.038 0.083 t.û72 0.û23 5.09 Ln 7,85 3,05 5.09 8.77 7.85 3.05 s0.sg 50.5S 5û.59 50"5S 30.29 30.29 30,29 30.29 1.0û 1.û0 t.0û f.00 1,00 t.00 1,00 r.0ù 78.07 78.07 78.07 78.07 4ô.7s 46.75 46.15 {Ë.7S 1,77 3.87 3,34 1.06 Load Combinâl¡oil $pan Max, "-' Defl Loca{on ln Span Load Combination gs. "f 0efl Locålion in Span 0.Q447 3.5?0 0,0000 Values ln KIP$ ìÐ{s Vertical Reactions Support notaûon ; Far leñ is #1 0.000 L0€d ConbinaBon Supporti $upportt uvêrail MÄÃmum OvenlliflNimum D Only +Ð+S J,ıOV 1.001 1.789 3.869 ó.ðoY 1.061 1.769 3.86! Odisea LLC P.0. Box 1809 Paonic, C081428 t970] 527€540 lucy@odiæanet,com Prdect TÍtle: Engineer: Project lD: Project Descr: prir'lted: å JUL ?021, 1Õ:ü0AM Steel Beam tNc, Lic. # ÐESCtlFnOn: Flat H$$ Bean at Entry Verlical Reactions notaüon: Farþfib#1 Valuos in KIP$ Combinafon Supportl Support2 rurt,fttti tt,54¡l 1.0ô1 2.100 .t.ó¡l.l t,061 2,100 +0.600 Sonil Odisêå LLC P.0, Box 1809 Paonia, CO 81428 (s7t) 527-9540 lucy@odiseanet.com Project Title: Engineer: Project lD: Projecl Ðescr: P.iôred:21 JUL 20å1, 3:42FM Wood Beam Soft¡ram DËSCRIPTION: Flat HS8 Beam at Entry - Wood CCIDE RËFSR6'UCËS Calculations per NDS 2018, IBC 2018, CBC 2019, F'SCE 7-16 Load Cornbinalion $et: IBC 2016 Matarial Wood Wood Spec{es Gade Analysis Method: Allowabte Stress Design Load Combination IBC 2015 2,600.0 psi ?,600.0 psi 2,510.0 psi 750"0 psi ?85,0 pei 1,ã55.0 psi Maxirnum Shear Stress Ratio Sectlon used for this sPan fu:Actual Fv: Allowable Load Combïnation Location of maximum on sPan Span # where maximum occurs 81 Ë >*360 t <360 379 >=18û s <180 E; Modufus otElastic¡{y Ebend- n 1,90û,ûksi Eminbend - xx 965.71 ksi : Trus Joist :Micralam LVL 1.9 F Fb+ Fb- Fc- Prll Fc - Perp FV Ff Density 42.010pcf Beam Eracing : Ëeam is Fully Braced against lateral-torsional buckling 3-1.Tix7.25 Span o ?.0 ft su-ggg tuat_*nt**{r!:19j,:g!t. yg b- ãppriel folg!:qlatigis. " --Srp!g{-Lea{s- Beam self weight catculaled and added lo loads Load for Span NurnbËr I UniformLoad: D=0.16ü, S=t.ôtk/tl,Extenl-0,û*>>7.0ft, Tributårylilidth=1,Ûfl Poinl Load I Ð = 2,28û k @ 3.50f1 ÐgSrGN SU¡Ì,1I14ÁRY Maximurn Bending Stress Ratio t Section used lor this sPan fb: Actual * Fb: Allowable ! Lo¿d Comblnation Location of maximum ün span s Span # where maximum oæurs = Maximsm Deflection Max Þownward Transient Þeflection Max Upward Transient Defleûtiön Max townward Totãl Dêffection Max Upward Totål ÐËflection Maximu¡n Forcer & Stresaes for Load tombinatiogs 1 t.T6ü 1 î-1.75x7,25 2,273,35psi 2,990.00psi +Ð*9 3.50ûft Span S 1 0.407 : 1 3-1.75x7.25 133.43 Psi 327.75 Psi *0*S 6.4'l2ft Span # 1 o'103 in Ralio ' û,000 in Rållo c 0.222 ln Ratlo = ü.000 in Ratio = Moment Valuer ShaarValues Loâd Co$bination Saçrnent Length Max Stress Rados Span* M V C4 tr,r¡ Ç¡ Cr Cn C1 CL M þ Fb V t',Fv 0.00 256.50 0,00 327.75 0.0û 327.7ö 0.00 456.00 Döñti-'------*Lengü=r.0ft 1 0.562 +0+$ Lengúr = 7.0 lt I 0.760 +t+0,TS0$ Longth = 7.0 lt 1 Û,680 +0.ô00 Lengh"Î,Ofr t 0'190 0.252 0.{07 0.355 0.û85 1,00 1.û0 1,00 1,00 1,00 1.00 1,00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 s,04 ð.71 7,79 3,02 1,314.49 2,273.36 ?,033$3 788$9 û.00 ¿340.00 0.00 2990.00 û.00 29s0,00 0.00 4160.00 0.å0 f .000 1^00 1.00 1.0Û 1.000 1,00 1.00 l.ot 1.T5 1,0CI0 1,0Û 1,00 1.00 1.m0 1.00 1.00 1.00 1.15 1.000 1.û0 1.00 1,00 r.000 1.00 1.00 '1.00 1.60 1,000 1,00 1.0Û 1.00 ç.00 1.S4 0.00 3,39 0,0û 2,95 0.00 0,9s 0.t0 64.5Ê 0.ú0 133d3 Ð.û0 1',t8.21 0.û0 38.74 Odisea LLC P.0, Box 1809 Paonia, C0 81428 tg?o) 5274540 lucy@odisoanet,com Project Title: Engineer: Project lD: Projecl Descr: Pr¡nred: ?'t JUL2021 3.42pM Wood Beam fIESCRIPîlûil: Êtat HSS Beam at Ënlry - Wood Overall Maximum SolwaË gx¡ú12,20.8.24 Load $pan i¡l¡x,'-" Del Læalion Load Combln¿tion Max.'+ 0efl Loætion in $pan 0.2?18 3.526 Support notalion : Far left is #l û.000s Valuee in KIPS 0.000+O{.9 Vertical Reaclions Load Combination $uppotll $upporl2 w8tÍl[MAãmum Ov¿rallMlNlmum Þ Only +D+8 +Ðrû.750S .10.ôSg S Only 3,H'U 2.100 1,739 3.839 3.314 1.043 2.'t00 lt.ðJ9 2.1æ 1.739 3.839 3.314 t.û43 2.100 Odisea lLt P,0. Box 1809 Paonia, CO 61428 {970} 527€540 lucy@odlseanet.com Project Tilla; Enoineer: Project lD: Project Descr: pfinr€di 21 JUL 2Ô21, 3i43PM Flat HS$ Eeam at Entry - Wood Wood Beam CAÐE RSFEREIVGES Calaulalions per NÐS 20'18, IBC 2018, CBC 2019' ASCE 7-1S Load Combination Set: IBC 2015 Material Properties Analysis Method ¡ Allowable Stress Ðesign Load Combinalion IBO 201S Fb Fb Fc Fc Fv Ft +2,600"0 psi 2,ô00.0 pai ?,510.0 psi 750.0 psi ?85.0 psi '1,555.0 psi E: Mrdulus of Êlasticily Ebend- xx 1 ,900.0ksi Ëminbend - xx 965.?1 ksíPrll PerpWood Wood SpecÌss Grade :îrus Joist : MicroLam LVL 1.9 E Densily 42.01tpcf Beam Bracing : Beam is Fully Braced against laleral-torsional butkling ût2 2-"1.73x9.25 Span = 7.0 ñ Appliçd Loads Service lûads entered. Loåd Ëactsr$ will be applied for calculalions, Beam self weight cakutated and added to loads Load for Soan Number 1 UniloråLoad: D=0.,|60, S=û.ôûk/ft,Ëxteni=0.S*>>7.0ft, TributaryWidlh.'l.0ft Point Lcad : D = 2.280 k @ 3.5Û fl PËStGIrl gU{]yiMÅRY Maximum Sending Strase Ratio = Sec{ion used for this sPan fb: Ac{ual = Fb: Allowable = Load Comþinatlon Location ol maximum on sPan : Span # where maximum oæuls Ê Maximurn Deflection Mâx Downwård Transienl Ðeffesl¡on iáax Upward Trânsient OêflÊG{ion Max Downward Totål Dsllection Max Upward Total Delostion t.7Ðû I ?-{.75x9.25 2iCIg?.39psi 2,990,00psi Ðt$ 3.800fr Span # 1 Maximum Shear $tress Ratio Section used for this sPan fu: Actual Fv: Allowable Lod Combination Location of maximum on span Span #where mavimum occurs @ = S'4ã8 : 1 2-'1.75x9"25- 150,27 psi = 327.75 psi *D*$ = 6.234 ft = span# 1 0.074 in Ratio = 0,000 in Ratio = 0.160 in Rat¡o * 0.00t i¡ Ratio = I 13ü >=360 0 <360 ð?5 >x'l$$ t <180 Maximum forces & $tressec for Load Çcmbinalions MomentValuss Sheår Valuss Load Cûmbinâ$ôn D Lengh s 7.0 ft +D{.$ Lengh:7.0 fl +D+0.7505 Longlft'7,Û ft *0.ô00 Lénglft * 7.0 ft #MV lb F'b Vñ,FV 0.00 0.00-- --"-ô.ðû 1,60 74.28 256.50 0,00 0.00 0.ÛÛ 3.24 15û.27 327.75 0.00 û,Û0 0,00 233 131.27 327.75 030 0,0ü 0,00 0.96 44.57 456.ÛÛ Mâx Sfess RatioË t6 c r¡ø C¡ Cr C¡¡ 0t CL M I 0,5r7 t.700 t.62Ê 9.174 0.2s0 0,438 0.401 û,û98 1.000 1,000 r.000 1,000 f .000 1.000 1.û00 1,00 1.00 1.00 'r.0û 1.0û 1.00 1,00 5,03 8.74 7.78 3.Q2 û.tr 2340.ffi û.00 299û,00 0.00 299û.00 0.00 416ü.00 0.90 t.r$ 1,15 r.$0 '1,00 1.00 1.û0 1.00 1,00 1,00 1.0û 't.00 1.00 1.00 '1.00 1.00 1.00 1.00 't.00 1.00 1.00 1.0û 1.00 1.0û 1.00 1.0ü 1,00 1,00 1.00 1.00 1.00 1.@ r,208,82 2,092.39 1,371.50 725.29 1 { Odisea ILC P.O. Box 1809 Paonia, CO 81428 {970} 527-9540 lucy@diseanet.com Project Title: Engineer: Proiect lD: Frojoct Ðescr: Frirted:21 JUL 2021, 3i43PM Wood Beam rNC.8uil41¿20.8.21 ÞE$CRlFnOil: Flat HSS Beam at Enfy - Wood Overall llilaximum Deflections Load Comblnâtion Span Max. "'D€fl Localion in Span Load Combination Max.'+'Dêfl in $pan +Ð+5 Vartical Reactian* 1 0.1at$rs 3.5Uı 0.uwtj 0.{x}0 Suppatt noÞlbn : ial lelt ls #1 Valuês in KlPs Load Conbinaüon Support 1 Suppod 2 oìirlrâ¡l MAXlmum overall MlNimum D Only +D+S +{}{û.75tS *0.600 $ Only 3.öitJ 2.1û0 1.733 3.*33 3.308 1.040 2.190 t,ıitrt 2,1Ð0 1,733 3^833 3.308 1,040 2.100 t+s*/37 st?3 554 ¿\5q& tlt OÐISEA LLC engineering planning 6¡¡ lt r j {o'5 ¿-LJ 5 (r,-fi design ftz !P \venTur¿u rnrca*/xr t, /øz S {s*} 3 ls') 3 ls') t" /øtz &l-¿ = 5 l8O-*+or, 3'/tz)zxU fr* 775(^*- trt,u t t "/4 "¡n n '837Jtþe ¡l¡u rt "l4x; Datc:-'- U 4 & r \l) I b*r l IN 3Ø,ß 1 /3- l/ { yr:,''l!ni¿7 ItuC+,rr¡âAoc.n 3'{e :: 7:*A: : f) (p. l ) ti 2.xQ:, l i , n<L :: .b., : : Õ qe u /&tz (z\ le\ / t*l {q\ I &\ {q\ / t4\ ¿bJ /s) /s) l¿) f s5,5 ,f4, ' ,^ , , /# ls bls,z : i ') LI pp8 t"/tn a-l ai'1"c/: ì,l i ¿J ),tQ4'a l'/ 3&2/z (s*l= 14,32É* ÉÊôa t4 "ftrxú#,,,A / tt\ ð¡"tÉ* Ê et* ø"1/ \/(rÍ= {S XE i */*)ús.s)t*& .ç'Lf /\t t>ßc¡{'(-, Sral'Þlrsa)ls¡ a )lz,r) * ÌÐ-4 rú= -\/'/ls\ h¡/sgLl eu + { z\2" (- :rr}F re k*lû+1 tt'd 4fE:' t-! : q t ììJl. :: I )- 6 THinÐ $TREET" / I!ÅÖN!"{ / tÖ I Ü1428 g7o.sz?.9s4û * www.ÕÐIsËÀNET.coÀ{ ASCE 7:t0 MWFFS Wi¡¡d loads; Chapter 28. Part 2 ptions: Enclosed simple diaphragm low-rise buildings having flat, gable, or hip roof Load Parameters from Ch" 26: wind speed, V s0 mate design wind speed, V Sec.26.5 9ec.26.7 Sec.26.8ic Factor, Kzt uilding Geometryr MPH1ls ure Category one Horizontal Net Pressures, Ps30 l-lorizontal Net Pressures, L.27 Wall End Zone Roof End Zone AB 29.A 7.7 27.4 Wall lnterior Zone fioof lnterior Zone CD L9,4 4.2 18,3 8.0 c L Pitch Angle * exast Angle * round Height ngth (parallel to ridge) dth {perpendicular to ridge} Mean Roof Height - exact Mean Roof Height - round ind Load Calculations from Ch. 28, Part 2: ustment Factor for Building Height and Exposure, 4 1Ê.4 2A,t 1Û 5ü 37 13.1 15 7.4 zl2 Ðegrees Ðegrees Ft. Ft. Fr. Ft. Fr. Ft. \^/'tr r- Ll,I o,r¿: # 1ss)/s)+ lsr) (22,4\ = /'t 3& & l¡z*)fe) * l¡a*} /¡e,E) * 33tn{*e e- ff"ror) f ¡6, *) + {v *\ {*\ +fl ',*)(tx,-;>} le = 3{oÕå"& Þ (a*,\ { ¡ a, 3) * /r*,1 lå\ * {rus\ta. sï /p = s&8&* F {¡qq)/ä\ + {sr\{s+,q}+/sa) {t&,s}= i59¡ * r {zqsq+sb/sJ lB=Uosg* -3 [t*oa]{o,v\= /gú/* 4 lr t- *t\{u,v.) = t / Ll &* ú fsoss+b4237/p=5v8qþ ATC Hazards by l,ocation CifC Hazards by Location Search lnformation Addresg¡ 5419 buena vlsta road, ions, ça Coodinatee¡ 39.4s7, J07.163 Elevallon¡ 7676ft Tlmeståmp: 20?1-06-21T20;38:46.1412 Hazard lfp*r Seismic Hsference A8CET-10 llscument: Flsk Category: ll Slts Class! D MCËR Floriasntal Response $pectrum ss{u) 0.50 0.40 0.90 0.20 0.10 0.00 0.0 1.0 Fasic Parameters Name Value Ss 0.331 $ 0.08s Sus 0.5û8 Sur 0.1S9 Sos 0.839 Spr 0.133 .,) ! r1{ {/'5 https:l/hazards.atcouncil arg/#lseismie?la{=39497&lng=- I 07.1 63&'.' 7676tt ı v¿í¡ *itve¡ n I R¿T!e -å.-îîüT? w Srìc,lr irr¡5sc A,$iletl Vlll¿ÌQf: J @ flrscl Map data @2021 Google C¿rb*¡¡$¿¡ k¡ o .G_p.g*e Design Horizontal Response Spectrum så{s) 0.3û 0.25 0,?0 0.15 0.10 0,05 0.0û 2.A 3.0 4.0 5'0 Perlod {s}0.0 1.û 2.0 3.0 4.0 5'0 Perlod {s} De*cripllon MCEp ground motion {Period*0,2s} MCE¡ ground motion {Period=1"0s) Sitç-rnodif ed spectral acceleratlon value S¡te-modified spectral acceleration value \/ = *f . 5". -ø ç t,öJ7J ?îr\/ /qa \/ao* = {t,å37'5) (Po* ?7* = /.30 P# Vn ,rrl * /ü,fJ 3? ù4t)* ü, 5t" r:af Numerrc seismic desisn vårue at 0.2s sA \/r*í .( L s o) {tucp) . * Numertcseismicdesignvalueat 1.0ssA " t /O, 1tt\ ß|tZ) 15) -Additional lnformation Hâme Value Þesorlptlon SÞC C Selsmiedosfgn câtsgory Fa 1.535 Site ampllficatfon faclor at 0,2s Fy 2,4 $ile ampllficatlon factor at 1'0s CRs 0.883 Soefficient ot r¡sk (0.2$)f I.o ( t"/¡,çx {o*îr¿ôt*: Þ I of 2 6f2ll2l,2:39PM liIC Hazards by Location hnps://hazards.atcouncil org/#/seismic?lat=39.497&lng=- l0f . t 63&... cÊr PGA Ëpsn PGAi7¡ Tg $sRT $sUH SsD SlRT $'IUH s1D PGAd û.s05 0.2 1.4 0.28 4 0.3s1 0.s75 1.5 0.083 0.0s2 0.6 û.$ Coefiicient ol rlsk (1.0e) MCE6 peak ground accalerallon Site amplification faclorat PGA Site modified peak ground acoeloralion Long-period transttion perlod (s) Probabillstic risk-targeted ground motion {0.âs} Factored unlform-hazad epectral acceleralton (2% probâb¡lty of exeeedance in S0 Years) Factored detemrlnlstlc aôcelêrâtion value (0,2s) PrcbablliÊtio rlsk-targeted ground mol¡on {1.0s} FactorEd uniform-hazard speotrâl âocêlôrållon i2% probabiltly of axceedance in 50 Years) Factorad detsrministlc acceleratlon value (1'0si Factored determlnlstio accels¡ation value (PGA) Iåe resu/fs indlcated herø ÐO frlor¡ef/ecf åny sfatê or local amandmenls to tl¡6 values or any delineatlon llnes made durtng tbe buílding code adoptíon pncass. Useæ eño{rld canllrm any output obtatnad from thls taol with the laeal Authorl9 Havtng Jurlsdictlon belora pøceadlng wlth design. Dieolaimgr Haza¡d loads are pnvided by the U"8. Geological Survay SelsFlc Þesígn Web Servlces. Wlile lhe lnformation presented on thls webslte ls believed to be correct, ATC and ¡ts sponsore and contrlbutors âs6umê no responslbility or liability for i¡g aocurrcy. The materiai presented ln lho reporl should not be used or rolied upon for any spoclfc appllcallon without competent examlnatlon and veriflcatlon of lts accursoy, sultablllty and appllcability by englneers or ofhEr licensed profassionale. ATC doçs not lnte¡d that the use of thle lnformatbn repface the sound Judgment of such comp€t€nt professlonals, having experience and knowledge ln the fietd of prâctic€, nor lo subslltute lor thê stândârd of care requlred of such professionals ¡ñ interp¡etlng ånd applylng the retults of the reporl provlded by thiç webslte. Users of the lnforrnafiën from this wsbslte aseums all llablllty arlslng from suoh use. Use of the output of thls website does not lmply approval by thê gov€ming building code bodies resp*nsible Íor building code approval and lntorpretation for the buiiding site descrlbêd by latltude/longitude lacâtlon fn the report. 2af 2 612112l12:39PM r44 i 1 ffiJ ^tltre*is :t tfu I i I F i F I t t 't t I I 1 I 1 t i t : i , t å : i i i j I 1 tu ODISEA LLC engíneering planning derign Dater t'réot zE)ús),{,t\{¡o,s) - lsss PLF 2( 6. À */ /u) #5 cãî\tT; fe¿tgÉ€ b *t*t^*ttlL. *lu4 P¿sð"x' €_ Ø /&"â,{' : # V*ø *ß?fi c{a6r4. .¿,tÊ, lpre m', Þ rts Þge- L$'lft5 3i¿feb'lÁ/ e/n*,4ruS 1'x zq, v /t" "/ ts\*4 ç/^t i i 6 THInD STRÊET. I P,TOXIÀ / CA ! 81428 !?0.52?.95.f'Û * Tü!gçt.oDIsË"{¡{ET.cCI¡\'I !¡28¡!Ëg ter¿n¡É {t¿¡r Érgqrgrrr¡rilt¡-E FOÊ ¡¡"L /tlÞFFAFÍlArEffi&Ëffi\iËÊttc¡L ÊÅÊ5{vlr{cRzôtÎ,¡L 6¡Ê${r1,FûOüI'¡CÉ S¡{ÁtL r{Â!E A' müûtËIþICRE¡E !EOgE'ÎO¿ iE¡ER TOT}E æIES¡IåC¡I FEFORÍ FORBåC|€LL iô¡ü cctf/ÄãîlcilFEûTFÈT6ÍåREÏ'C¡l$LITJÂÎEËFMCFFACE G FE'ANIË IIIÅLLl!T. CR 1'ËX'ÈHËR ÈÀIËÞ PRÄ¡tsôA*DoR(*a!€- ætk}{ lÉEE sElfl!|,A-n. Cf DR4lt ffiK t¡.-l!rr. il,I åEE) æORA¡¡I8O¡FD 'PN{'{ (SEE ÁECIVE¡F Ð{IFE€LY CLÁTEY çO{üTñË Ð{IS1È{ eFFd¡rÐrG fptL$, DR,a}¡ FrPÉ r'tslæ FROTEüEÐ {IIII.I E}fiER'€R ßA1ËDFEËTEÁB.E F¡8RÍC.4I PEFrcR$EP DR¡ÀSI FFT {Ñ.H IO9ÁrLHFlS¡mlÞ FFF Étfil f-rb'9llg DR¡AN ffiK - DRAS'¡W¡(Ám¡ÐoenÁrÐÂîOKf.LCNl3lru}N¡L ÐÄRg {T)LÅIER,âL TTEBÁË3fX)9CáLË;þø'{Jd=Ð&{u15IguI*Jsähg!!--- t¡-¡ t IE IÞ KE IAIING IIJALL . POOLt4t'n'ø'?{øT14'b'2171'l3r'4 B¡R5 COt{Í.{5r.,t BÁR5cg.lf'(¡{)14 Elng tâ{T.ø'ff DFI¡I BÁRg Õ þ'o¿t EÄFg . n'ûâ,qt AÅÊ3 | Ê'¿ÅÍFr ü$'rî¡t2'n'v'FIE rlFF14 BÅFÉ. g'oÊ.1l âAR5 | B¡ os.r¡l BÂR' | Þ" oc.17',5rx'6BÁR6rBøaÞ FtltRs r ü'oa€EÁ85.To¿.ü'ø'g'l¿rb'9'Þà'5',-èffiÞæÉsE¡¡ FtFÖrrrcn¿LÞæ¡rr/Âtrôl ütll¡ËIlñå¡: Ëf_L lt¡ëcllL *arafÁaf*tt fcãngr$fiå Odlqea LLG PO Box 180å Pacnla, CO 8t4t8 (970) 5:7.9ı4û odlsosn?Lcom Thia Wallin Filc: x:12020\20'l0S - Llssnrå: Llcense Retained lleight ¿ Wail height above soif ä Slope Behind Wall : HeightofSoiloverToe Ê Water height over heel ä ACI Fåslored @ ïae. :ACI Facto¡ed@ Heel : Footlng $hear @ Toe ä Fooling Shear@ Heel = Ajlowsblê ¡ Slldlng Calcs Leteral Sliding Force = leço 100% Passive Foree å . lese 1t)0% Ftic'tion Forcc = . Added Force Req'd ã ,...hr 1.6 Ståb¡lity ; ranch Passive Prossure Eotl Density, Hçel $oil Density, Toe FootingllSoil fflctbn Soil hefght to ignore for passlve pressure LâtÊrsl Load ...Helght to ToP ...Hçight to Bottom Load ?ype Wind on Exponed $lem - (Service Level) Froject NamelNumbor : har-rtg walle Titla Poolñtg tñ/all¡ Dsgnr: LIH Dêseript¡on..". 300.0 psflt I1C.00 pc'f 't10.00 pc{ 0,350 12.00 in ÐaÌe: Page; 1x JuL2A21 walle.RPX Santilevered Retalnlng Wall Çode: IBC 2015,4c1 318-14,Acf 538..13 l{lorry Soil = 3,000.0 psf MËthüd- ô0.0 psüfr Ëqu¡vaþnt FlrJid Aclive Heel Frossur€ 5.00 ft 0.mfl 0.00 12.00 in 0.0f Heel * t Used Resist $liding & Surcharge OverTce = Used for Sliding & üvertuming 0.0 Axial Ðead Load ; Axial Ltve Load =Axial losd Eccentrlciç = Wsl¡ Stab¡ll$ Ratlos Ovørþmlng Slldlng Total Bearinq Load = 2,882 ...resultant e'cc. = 13j,2 Footlng Width Eêcênlric¡ty Wall to Flg CL Disl Föot¡ng Typs BaseAbove/Below at Back cf Wall Paisscn's Ratio 2nd Ho'üomStem Conatruction Deslgn ilolghtAbovo Ftç Wâll Material Above'þll" DÊsfgn Msthod ?hicknese Rebar Sl?e Rebar Spacing Rêbâr Pltced at 0.û#rñ 0.00 fr 0.00 fr 0.00 ft 0.00 in 0.00 ft L¡nô Loâd 0.0fr = Wind (W) ($ervice Level) 0.0 psf Soil *û.û lbs 0.0lbs 0.0 in 1.60 0K 1.67 0K = 0,300 fi= - ã g Sþm OK 0.00 Ståm OK 3.33 Concrete LRTD 8.û0*5 18.0t Edge çgncreta [RFÐ 8.û0#5 't8.00 Edge tRfÐ Soll Prossure @ Toe ; 2,925 $oil Pressure @ Heel = $ AllowEble * 3'000 lbe in psf OK psf 0K p$f Þeolgn Ðate lb/FB + få/Ëa Soil P¡egsure Less Than Atlowable Tctal Force @ Settlon Sêrvice Lâvtl Slrenglh Lov€l Momenl...Actual Service Level Slrength Level Momänl.....Allowable Shoår...,.Actuâ¡ Servrce Level Slrength Level $hear.,...Allorcble Anet (Masonry) Reber Þepth 'd' 0.03ñ ã.5Êt 27S.6 1,636.44,095 psf 0 pef 1.6 psi OK 12.5 psi 0K 7S.0 psi lÞs; lbs = t#= fl-#' ft+= 196.2 5,470,S 3,090.s s,527.6 1,407,3|bs 1,200,0 lbç 't,s08.6 tbs 0"0 lbs 0.0 lbe OK OK Psi = ÞËi: Psi s In2= inã 3.8 67,1 22.0 ?s.0 6.13 ô.'19 flasonry Data fm Fs Solld Grouting Concrsle Þata fê Fy Modulår F{al¡o'ri' WallWeÇht Short Term Factor Equiv. Solid Thick. Masonry Bloclt Type Måronry Pe$ign Method Þsf= f00.0 f00.t . Medium Weight* A$O Psi s Psl g Verlical cômponent of activê lateral soil pressure lS NOT considéred in the calculãtlon of soll b€aring Load Factorc* Buitding Code IBC ?01$,ACl Deåd Lrad 1.200 Live Load 1'600 Earlh, H '1.6üÛ Wind, W 1.000 Seismic, Ë 1.000 ps¡; 2,000,0 Fsi= 60,000.0 ?,500.0 60,000.0 $oilÐataCriteria LoadSurcharge Losds Lateral Load to Stem to $tsmAxialLoad s Odl¡aa LLG FO Box 1809 Pronlg, çg 814?8 {070} s27-0640 odlaeansleom This Wall ln File; x:'120201201 znd Stem A3 (båsêd on applied moment): (4/3)',A3 : 200bdlfy ; 2{t0{l 2X6. 1 875y60000 0.0018bh : 0.û018(12X8) : Requirod Aroa Provided Area : Maxirnün Areä Project Name/l.lumbqr r har-rtg wrlls Tills Pool¡Rtg Walle Dsgnr: LIH Description.,.. Date: Page: 2I JUL 2 2421 ranch clubhouse\struetural\calcs\har-ilg walls.RPX Cantilevered Retalning Wall code: tBC 2015,Àct 918-14,4Ct53û-13 vertical Reinforcing 0.00?4ln?fl 0.0099 in2ift ü.2475 in2t'ft 0.1728inãfi1 0.17?8 in2llt t.2067tln2|ft 0.8796 ¡nUlfl Horizontsl Refnfordng Min Stem T&$ Reinf Arsa 0.321 fnz Mln Stem T&S Reinf Arca per ñ olslom Hêight:0.192 lnz/f! Horlzsntål Reinlorcing Oplione : One layer of : Two layers of : #4@12,5Atn #4@ 25.00 ln #ð@ 1Ê.98 ín #5@ 38,75 in fô@ 27.50 in #6@ 55.00 in Concrete $tem Rehar Area Detailt Boltom Sl6m Às (based on åppliêd rnoment) : {4/3)'As: 200bd/i/ : 2cS(12X6.1 S?5X6û0û0 : 0.0018bh : 0.0018{ì2)(5} : Required Area : Providêd Arêe: Maximum ArB¿ : Toe lMdth É Heel Width = Tolâl Fooling Width Ë Footing Thicknêss = KeYWidlh E KeyÐepth s Key Ðístance from Toe - fc = 2,500psi Fy - 60,000psi Fooling Congele Denslly = 150.00 pcl Voñisal Reinforcing 0.117 in2/ft 0.'1561 in2Íl Q.2476\n2tfr ::'i=n:i::':== A.1728inã|fr û.2067 h2/fl 0.8382 inz/ft Hori:,ontal Reinfordng Mln $tcm T&$ Rei¡f Arsa 0.639 in2 Mln $tem l&S Reinf Area per ñ ol stêm Height l 0.192 in2/f1 Horízontal Reinlorcing Öpt¡onË : One layer of : Two layers of : #4@ 12.50 in #4@ 25.0ü in #5@ 19.38 in #5@ 38.75 in f6@ 27.50 i¡ #0@ 5ã.00 in &e Heel = 4,095 0 psf = 1,471 405 ft+- 117 3,337 ú# = 113 â,932 R+s 1.60 12.54 pei = 75"00 75,00 psi = #7@16.00in = #6@16.00|n: Noræ $pec'd = 0.00 fr-lbg ff Min. As 016 Çover @ Top 3,25----ããti- 12.00 ¡n 12"0û in 12.00 ln 0.25 ñ = 0"001ð2.Ðû @ Btm;: 3.00 in Faclored Pressure Mu': Upward Mu'; Downward Mu; Design ÀÖtuäl 1-Wsy Sh€sr Allow 1-Way Shear Toe Roinforcing Heel Relnforcing Key Reinforclng Footing ?oreion, ïu Footing Allow. Torsiol, phl Tu s 0.00 ff"lbg lf torulon oxceqds allou¡ablo, provldo *upplamental deslgn for footlng toralon. Otier Acceptable Sizes & SPacings loe: *4@ 9.26 in, #5@ 14.35 in, *Ê@20.37 ifl,#7@ 27.77 tn,#8@ 36.57 ir, #g@ 19 Heel: #4@ 9,25 in, #S@ 14.35 ln, f$c} 20.37 in, #7@ 27.77 in, #8Gl 36.ı7 ¡fl, #9@| 46 Key: phlMn x phl'ö'lambda'eqr{fQ'Sm Min fooling î&S reìnf Aree Min footing T&$ reinf Aree Perfool lf one layer eJ hgri¿ontâl bar$: *4@ 9.2ts in #ı@ 14.35 in #6@ 20.37 ín 9.91 ifi2 0.26 in2 ûl lf two layers of horÞonlål bars; #4@ 18.52 in #5@ 28.70in #6@ 40,74 in Footi Data Results Odtsså LLc PO Box l8t0 Peonla, CO 81428 tr70) 517-Sfi0 odlroÊnaLcom This Walt in Flle: x\2020\20109 -gla-hfgh aspen ranch clubhouse\etruclural\calce\har-rlg walls"RPX U.aenro: NW-0Ê0J{E?-¡. Gantileverçd letainlng llUall Code: tBC 2015,4Ct 31S-14,AC| 53S.13LlcenseTo: OÞISEA LLC 8'wl#5 @ 18' 8'wi #5 & 1S" 5'*ç' 1'-t" 1'-0" 1',-ü" #6@16" @ l-leel -0"t'-3" Pró,âËt Nama/l{umber : har_rtg wallr T¡tlq Poolfitg Ullallt Þsgnr: LLH Descriplion..,. Fage; 4 Ðate: 21 JUL2021 t- * I 1"-8" 3'4" I J.J J-u Odlsaa LLC PO Box l80t Paonlâ, CO 81428 (970¡ 527.0640 od¡sranet.com This Wall in File: xt2020\20'109 - Retained Height = Wall hoight aþow soil 3 Slope Behind Wall * Height of Soil over Toe = Wâtsr he¡ght ovo¡heel = A¡tiEl Dead Load g Axial Live Load =Afal Load Eccenlricily = Wåll Stãblllty Ratlæ Overturning Sliding Total Bearing Load ,.,re$ultant eco, ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footlng Shear @ Heel Allowable $lldlng Calca Lateral Sliding Force less 100% Passlve Force = loss 100% Friction Forcê q Addod Forcc Reg'd = ....fol.,l.5 Slãbllity = Building Ccde Oead Load Live Load Ëårth, H Wind,W $eismic, E ranch Passivê Fressure 9o¡l Deß¡ty, tleêl Soil Deneily, Tos Footlngl l$oil Fric'tion sg¡t heighl lo igÉore for passive pßssurc Laleralload : ...Helght to Top = ...Height lo Sottom * Loâd Typs Wind on Expos€d Stem =($e¡¡ice Level) ProJect Name/Numbor : har-rtg walla Title Poolfitg Wallr Dsgnr; LLH 0escrip$on.... 300.0 psflfi 110,00 pc'f 110.00 pcf 0.350 12.00 ¡n Þate: Pag€: 21 JUL 1 2021 walþ.RPX cantllevered Re{aining wall Çode: IBC 2015,4c1 318-14,4C1530-13 60.0 psf/i 6.00 fr 0.00 fr 0,00 12.00In 0.û fr , sürcträigä aóãd; t Surcfrarge Over Heel = 100.0 Psf Used Tb Resisl Sllding & Overtuming Surdlarge Ovor T06 = 0'Û Pst Used for Slidlng & Overtuming 0.0 0.00 #/Ë ft Fooling Width Eccentrlcity Wallto Flg CL Ðist Ëooting Type Base Abçve/Bdow $oil at Back of Wall Poissonrs Ratio fr 0.00 in 0.00 fr Line Load 0.0 ft 0.30û 0.00 fr o Wind (W) (ServÍce Level) t.0 psf0"0lbs t.0lbs 0.0 ln 3td 2nd gottom DE$gn wåll Mâteaial Above "Hl'l Þê8lgn Mâthod ïhickness Reþar Size Rcbar Sþacing Rebar Placed al Service Level Strenglh Level Mornent...,.Allowable thaar,,.,,Aotusl Service Level $trength Level Shear.....Allo,vrable Anêl (Mesðnryl Rebar Deplh 'd' Slsm OK Stsm oK st€m OK5,33 3.33 0.00fr LRFD 8.û0#5 18.t0 Edge fl-#=ft"#= 24.4 It-#= 5,470.9 Concrete LRFD ð.û0#5 {8.00 Edge toncrete LRFD 8.{tÛ#5 't2,t0 Edge Concrete 1.79 1.59 OK OK $oil Preeeure @ Toe = 2,3'17 $oll Prêseurê @ lleel x Q Allowable s 3'Û00 - 3,511 lbc = 13.03 in * 3,244 pgf* 0psf = 7.8 psi OK = 16.1 psl 0K- 75,0 p¡l p*f OK psf ûK p8f Dsslgn Þatã fblFB + fslFa e Û.011¡1 0.tt?, 0.018 Totål Forae @ $octlon Servlæ Level lbs * Slrenglh L€vel lbs= 80.0 575.2 2,251'6 Momþnl...ActuËl Soil Pressure Lees Than Allowable I,851.8 lbe 1,687.5lbs 1,263.8 lbe ¡.¡ tbs û.0 lbs PSi e 9$i = Þ9i - inz * in- 1.1 Ê7.1 û'15.Ê 5,470,S 7.7 67.1 5,0å6,9 8,121.3 30.3 7Þ.0 OK OK 6.19 6.1S 6.19 Vêrticål compsnent of âcl¡ve lateral soil pressure l$ NOT coneldered ¡n th€ cålculallon of soll bearlns Load Factors--'.'.* Masonry Dalå fm Fs Sotid Grouting sonçrots l¡åtü fc Fy Modular Ralio'n' WallWeþhl Short Term Factor Ëquiv. Solid Thick, Masonry Block TYp€ Maeonry Design M€thod 1û0.0 100.0 1t0.0 psi = Psi = Þ9t= =rBË 201S,ACI 1.200 1.600 1.600 1.000 1.000 = Mçdium Weight = ASÐ p3i psl o 2,00$,0* 60,000.0 ?,00û.û 60,000.0 ?,500,0 60,0û0.0 SoilÞataCriteria LoadAdjacentLateral Load Applied to $tem AxialLoad to Stem Ðssi ft Stem Construction Odltaa LLC PO Box 1600 Psonls, CO 81428 (970) 527-96a0 od13eanet.com This Wall in File: xì2020\20109 - LLC Stem As (based on applied moment): (4r3) 'As : 200bdry : 200{t 2X6.1 875Y0û000 0.0018bh ; 0,0018(12)(8) : Rêquired Area i Provided ArËâ : Maxlmum Arsa : Proloct I'lamell{umber : har_rtg wallt Titlê PoolStg Walls Ðsgnr LLH Þesüiption..,. Date: Page: 21 JUL 2 2A21 r¡nch 0.0û09 in2/fi 0.0012 in2m 0.2475in2|ft 0"1728 inZlft S.1728 i¡26t 0,2067 inãl* 0.67û6 in2ifr Gantilevered Retaining wall code: iBC 2015,AOt 318-14,4fl 53&13 Reinforcing Hortzontal Reinforeing Min $tem T&$ Reinf tuea 0.129 in2 Min Stem l&S Feinf tuea per fr of stem Height ; 0.192 ín21fr Horizontsl Reinforcing Opiions : One layer of r Two layers of : s4€) 12.50 in #4@ 25.00 in *5@ 19.38 in #5@138,75 ¡n #6@ 27.$0 tn #6@ 55.00 in Rebar Area DetäilsConerete 2nd Stem As (based on applied mom€nt) i {4/3} 'A$ i 20tbd& : 200{12X6.1 87sy60000 0.û0l8bh : 0.û0r8(12X8) : Required Area : Provifed Area: Maximum Area Velical Reinforcing 0.023ô ln?ft û.0311fn?lfi 0.2475in2|fr. 0.1??ð in?fl 0.1728lnâltt 0,206"f inzltt 0.8709 infft Horizontel Reinforcing M¡n Stern T&S Reinf Area 0,384 in2 Min Stem T&t Reinf Area perfr of elem HÊight : 0.192 ln2/fl Horizontal Reinforcing Optisns : One layer of ; Two layere of : #4@ 12.s0 in fl4@ 25.00 in #5@ 19,38 in #5@ 38.75 in #6@ ?7.50ín #Ê@ 55.00 ln Eoltom $lem As (based on appl¡ed moment): (4t3) *A$; 2ûObd/fy r t00{12X6.1 S7S160000 : t.0018bh : 0.0018(12X8) : Sequlred Area l Provided Area : Maximumfuea: Toe Width Ë Heel Width ã Total Footing Widlh = Fooling Ïhtckness = KeYWidth t Key Ðopth E Key Ðistanæ from Tos = Verlical Reinforcing 0.1903 in?/fr 0,2638 inZift û.2476¡nafi 0.1728lnal¡l t.2475inãltt 0.31|n?ft 0.8382 in?ft HorÞonlal Reinforcing Min Stem T&$ Relnf Area 0.63S in2 Min Stem T&$ Rcinl Area per ñ ol stem Heighl : 0.192 in2/t Hor¡ãontal Relnforcing Opl¡on$ I One layer of ; Two layoæ of l #4@ 1ã.$0 in #4@ 25.00 in #5@ t9,08ln #8@ 38.75 in #6@ 27,50ln #8@ 55,00 in fc - ?,600 Fooling Çoncrete Min. At 9o Çover @ Top 3.25"---"-ããã'-. 12.00 in 1ð.00 in 18.û0ln 1.0û fl pÊ¡ Fy . 60,000 Psi Density .= '150,00 pcf = 0.00182.00 @ 3tm,* 3.00 in Facto¡ed Pre$$ure Mu': Upward Mu': Dowil¡verd Mu: Þee¡sn Actuat 1-Wây Shear Allow 1-Way Shear Toe Rsinforcing Heel Reinforcing Key Relnforcing fooling Toæion, Tu Footing Allow. Toæion, Phi Tu = ïss= 3,244= '17,381- 1,872* 1,292* 7.82= 75,00 = #7 @ 1ô.0û in ' #6 @ 16.00 in = None Specd Hsst 0 pst 5?9 fr+ 3,777 fr4 3,248 fr-# 16.05 psi 75.0û psi ft 0.00 fl-lbs 0.00 {-lbs tf torslon excesd¡ allowabls, p¡ovldo eupplomental drxlgn for footlng torölon. OtharAcceptable Sizes & $pacings Toe: #4@l 9.26 tn, #Ë@ 14.35 in, #6€1 20.57 in, #7@ 27.77 lâ, #8@l 36.67 in, *9@ ¿6 Heet: *4@ 9.25 rn, #5@ 14.35|n, #6@ 20.37 in, *7@27.?7 in, #8@ 3û.57 iq, #9@ 4ô Key: phiMn = phi'5'lambda'sqrt(fc)'Sm Min foot¡ng T&S reinf Area 1-10 in? Min footing T&8 reinf Area per foot 0,26 in? ¡fl lf one layer pfho¡izontal bars: lf two layerc of hor¡¿oritsl barsi #4@ t.26 in #4@ 18.52 ín #5@ 14.35 in #5@ 28.7û ln #6@ 2û.37 ín #6@ 40.74 ín Ðata Footing Rasults Odleea LLQ FO Box 1800 Psonia, CO tt428 (970) 52?-85ir0 odbÊanÊLsgm This Wâllin File: x12020\20109 - 1 -tf Pro¡söt Namdt{unbor r htf-rtg wâlli Tills Poolfitg l'Ìtalla Bsgnr: LLH DÊBcription,.,. Date: Page: 2I JUL 4 2û21 ranch 8"wl#5 g 18" 8"w/#5@ 1*" 8"M*5 @ïp- #7&1Ë.in @ Tae #0@JÊ' @ l-{e*l walþ.RPX cantileverod Retaining wall coder l3c 201s,Acr 318-14,4c153Û-13 s'-0' 1"*6' .-4"1'.11" J r, I a I 2',8" 3"-4' är .flr J -!tT4: 4'-3" ôdl¡oa LLG PO Box 1809 Faonla CQ 8t428 t97û) 62?-9640 od¡aeân€Lcom This Wall in Flle: x\?0ât\20109 - Relalned lleþht E Wall helght åbove sÕ¡l ã Slope Behind Wall É Height of Soil over To€ ; Water height over heel Ê Watl Stablllty Ratloa Overtuming $llding Total Bea*ng Load ,..rêsultant ecc. 9uilding Code Ðçsd Loåd Live Load Ëarth, H Wind,W Seismic, t ranclr PãËsive Preseure Soll Þen$ity, Heel Soil Deßlty, Toe Fool¡ngllSoil Friclion Soil height to ignÖre for passlve pressure Lateral Load ...Flelght tû Top ...Height l0 Botlsm Load Type Proloct Namo/Nurubrr : lrar_rtg wrllr Title Poot:Rtg t'Valle Dsgnr: LLll Descriplion.... 300.0 psf/fr 110.00 pc,f 110.00 pcf 0.360 12,00 in Date: Footin Load Flolin$ Width Eccentric¡ty Wall lo Flg CL D¡$t Ëooting Type Êass Above/Belaw êoil at Back of Wall PoisEon's Ralio 2nd Sottom PagÊ: 11 JUL I 2021 wä¡ls.RPX Cantllevered Retaining lttlall Code: tBC 201g,ACt g1B-14,ACI5g&14 ' 3,000.0 psf Method = 60,0 psf/t 7.50 ft 0.00ft 0.00 12,00 in 0.û {t Used Resi$t Slidlng & Surcharge Over TEe * 0,0 Used for $liding & Ovêrluming Axial Live Load =Axial Load Eccentriclty - p$f = 1.74 QK* 1.ð0 0K . 4,S78 lbs = 15.2'l in Wind on Expos€d SterTl o {Service Level) 0.0 #/ff 0.û0 ft 0.00 R = Wind (\{/) ($ervice Leve[ 0.0 psf 3rd 0.00 ff 0,00 in 0.00 fr Line Load 0.0fr 0,300 û.0 tbs 0.0lbs 0.0 in Dedgn HelghtÂbov€ Ft{ fi* Wåll Mal€rial AÞovê "Ht" s Ðesign Method =Thlckness s Rebar Size =RebarSBacjng Ë RebarPlaÇsd at = St6m OK Stom OKs.33 0.00 Sts¡n OK 6.33 Ççncrote tRFD 6.00#5 18.00 Ëdge Concrete I-RFD 8.00#5 18.00 Ëdge Conc¡eta LRFD 8.00#5 9.00 Ëdge Soil Prossure @ Toe . 2,2tt Soll Pmssure @ Heel a $ Allowable = 3,S00 Soil Pressure Less Than Allowable ACI fãctorsd @ Tos = 3,217 PgÍ AClFactored@Heol = 0Psl Fooling thear @ Toe = ?1.3 Psi OK Footing Sheer @ Heel = 19,8 psi 0KAllowable = 75.0 Þs1 $lidlng calcâ Lateral Sliding Force t le*s 1000¡6 Passive Forca = fe*¡ J00Yo F¡lction Force * Added Forca Req'd = .,..br 1.5 Stability = Load Vertical csmpûnent of aclive lateral soil pressure l$ NOT consid€rôd in lhe csloulåtion of $o¡l bsarlrig Dedgn Oata fb/FB + fâ/Fs = S.08t t.¡¡0 û.86t Total Foreâ @ Soqtlon $ervice tevel lbs* $trength Level lbs' 415.4 1,198.6 3,3S4,S ll¡lomont...Actugl Service Level ft.#= Strength Level ft* = 369,0 1,9.19.0 9,204.5 Moment.....Allowal¡le ft4. 5,470.3 5,470,9 19,601.6 Eho¡r,",..Actual Service Level Psí= $trength Level psts 5,6 16.1 45.2 3hoar.....Allowable Pei- 67.1 S7.1 75.0 Anel {Mason¡y) lnz- Robar Ðeplh 'd' in. 6,19 6'19 6.19 fllaronry Þata fm Fs Solid Grouting Modular Rat¡o'n' Wall We¡ght $hort Tenr¡ Faclor Fqulv. Solid Thick. Masonry Block Type Ma$onry Ds$ign Method Þsl= 100.0 100.0 190.0 Concrsto Þatr ?c Fy paf OK psf 0K psf 2,726.1 lbs 2,454.2lbs 1,637.4 lb6 o.s lbs OK ü.0 lbs OK P3i = Psi g tÊc 201s,Acl 1.?0û 't.600 1.600 1.000 1.ôû0 = Medíum Weight a ASü psi psi = 2,00û.0. 6û,0ð0.0 2.000.ü 60,û00,$ 2.5{'0.0 60,000.0 SoilDataGriteria Loads to StemLeteral Load A Åxial Load to $tem $tem tonstruction gdl¡sa LLC PO Box 1809 Paoala, CO 8t{20 (0101 52?-95¿flÌ odlseaneLsom Thls Wall in File: x\2020\2010S - 3rd gtem As (based on applied moment): (413i " As : 200bdlry ; 2û0(1 2X6.'l 875)180000 0.0CI18bh : 0.0018(12X8) : Requlred Area : Provlded Arsa : MaxiÍ¡um Area Pro¡æt f,lamelltumber : har.rtg walle Tille Pool:Rtg Walls Dsgnr: LLH DaBcripllon..., Dal€: Page: 21 JUL 2021 2 ranch 0.t14 in2/fr 0.0'186 ln2lft 0.2475 in2lft 8,'1728inâ|fr Ð.17281n2¡ft 0.2067 in2fft 0.û7ffi in?/t walb.RPX cantllevered Retalnlng lluall code: l8c 2015,Ac1 318-14,Acl 53Û-13 Reinforcing Hol¿ontal Reinforcing Mln Stem T&S RainlArea ü,4171n2 Min Stem T&9 Rsinf ArÊa por fr of stem Hoight r t.1Ð2 in2lft Horizontal Reinforcing Options : One layer of l Two layer* of : #4@t 12.50 in #4@| 25,00 in #ö@ '19.30 in #6@ 08.75 in #6@ 27.$û in #6@ 55.00|n Concrsts Stem Rebar Area Detaile 2r¡d gt6m As (based sn applíed momenl): {4/3) *Ag; ?00bd/S : 2tÐ{1 2X6.1 875y60000 0.0018bh : t.0018(12X8) : Required Area : Providêd Arês ì Maximum Area Verlical Reinforcing 8.072? lnâlfr 0.0969 in2lft 9.24?6irûltt û.1728in?lll û.1728 in2/ft 0.2067 ín?fi 0.ê706 in2/ft Horizontal ñeinforcing Min Stsm T&S Reínf ArÊa 0.384 in2 Min Stem T&$ Reínf Area pert oistam tleight: û.192 in2/fr Horizonlal Roinforcing Options r One layer of : Two la¡ers of : #4@ 12.50ln #4@ 25.00 ¡n #5@ 19,38 in #5@ s8.75 in #6@ 27.50 ¡n *6@ 55.00 in Bottom Stem As (based ofl applled moment) j t4/3)'A3 : 200bdry : 200('Ì 2X6. I 875Y6000ü 0.0018bh : û"0018(12X8) : Required Aroa : Provided ArBa : Mâximum Area I ToeWldth = Heel Wldth Ë Totât Fooling Widlh = Foo{inç ThiÊknâss ¿ Key Width ¿ Key Depth = Kðy Distänce fûru Tôê * Velicsl Relnforclng 0.3465 in2lfr A.4847 In?lîl 0.?.475in2llt 0.1?28 in2lfi 0.3{8$ in?/ft 0,4130 ¡n2lft 0.8382|n?ft Horizonlal RðinforËing Min Stem T&S R€inf Area 0.û30 in2 Mln Stem T&S Reinf Area perfl cl*lsm Height;0.19? in2lfl Horizonlal Reinforcing Oplions : One layer of : ïwo layers of : #4@ f 2.50|n *¿4@ 2ı.00 in #S@ 19,38 in #5@ 38.75 in #6@ 27.50|n #S@ 55.00 in _ -*"-g,eq_5.25 14.001n 16.00 ín 24,00 in 2.0û ff I-Ês Fac'torsd Pressure e 3,217 Mu' :Upwe¡d = 64,574 Mu' :Þownward = 8,208 Mu: Þo$¡gn - 4,69? Actual l*Wây theår = 21.91 Allow 1-Way Sheat = 7ã.00 Toe Reinforcing = #7 @ 16,00 in lleel Relnforcing * #6 @ 16.0Ð in KeY Reinforclng ' No¡æ SPeç'd Footing Torsion, Tu 2 Fooling Allow. Iorslol, phl Tu * Hsôlt psf 365 fli# 4,538 fi"i$ 4,173 ft+ 19.t1 psi 75.00 psi fc = 2,50opsi Fy - 60,000Psi Footing Conøete Dengity = 150.00pc{Min.As% " 0,0018 Cover@ Top 2.00 @ BtmF 3.S0 ¡n 0.00 û-lbs 0.00 ff-lbs lf tolslon *xceade allowaþle, provlde rupplomental doalgn lor lootlng torclon. OtherAcceptaþfe $iues & SPacings Toer #4@ 7.93 ¡n, #5@ 12.30 iñ, ffi€l 17.46 ln, #7@ 23.80 ln, #8@ 31.34 1n, *Ê@ 39 Heel: #+@ 7.93 ln, #5@ 12.30 in, #6€} 17.¡16 ¡n, #7@r 23.8t in, *8@ 31.34 in, #9@ 39 Kêyl phiMn = phl'â'lambda'sqrl(fc)'gm Min footing T&g roiÍ¡f Ar€a 1,59 ift2 Min looling T&9 rcinf Årea perfoot û,30 ln2 ¡ft lf one layer of horiu ontät bars: ll lwo layers of hor¡zontål bårs: #4@ 7"94 in *4@ 15.87 in #5@ 12.30 in #5@ ?4.ô0 tn #6@ 17.46 in #Õ@ 34.92 in Data Footing Design Results Odba¡ LLC PO Box 1800 Paonla, CO 8142S' {e?0} 52?.9ı40 odlsg¡nâLcom Thls Wallin File: xì2020\20109 -rench 8.w/#ã@18" t"wJ#5 @ 18" 8^'ur'/#5 @ 9- 1',-t" Proied llsmerNumber : har-rtg walla Tlllo PoollRtg tTallt Ðsgnn LLH Descriptlon..,. 7-ü" 3 Dale: Page; 4 21 JUL2A21 walþ.RPX Gantilevered Retalnlng Wall t'-0- Code: *BC 2015,AC1 318-14,ACl 530"13 1'#7@16.in @ foe #8@1S @ Heal t t .t a a .t, ¿-L 2'-û* 3"4" 2"-ü"J'J 1 Odisea LLC P.0. Box 1809 Paonia, C0 81428 t970) 527-9540 luc@odlseanet.com Project Title: Engineer: Project lD: Projec{ Descr Prínied; 10AUG 2021" 2:âåFM 2-D Frame Sofl$*Ê ËNERCALC, KW.060 Joints... Jolnt L¡bel Jolnt Coordln¿tssXYfrft X Tnnslatlon¿l Rwtralnt Y Tr¿nd¡$on¿l Roelnlnt Jolnt Z Rotaüonal Rortr¡lnt DescÉption: Ëast Fatio Frame 0.0 I 0.0 l 0,0 I 12.0 I 1S.0 | 21.0 | 36,0 I 12.01 36.0 ' 0,0 I Column Be¿m Beam Column 12.000 20.125 20,1?5 12.000 Defaull Steêl Wood, Not Defined, Density:35.0pcf, FbT 1800ksi, Ë Beny YY= 'l800ksi, E BendMin 0 0 0 0 0 I 2 3 4 5 Flxed FlxÊd Fixed Fixed 2 3 4 5 1 2 3 4 A H D Flxed Fixed Fixed FÍxed Fixed Fixed hrxeo Fixed Fixed 12.000 20.125 20.1?S 12.0t0 Fk€d Ft\€d Fixed Fixed Fixed Fixed Fixed Ëixsd Fixed Fixad Flxed Fixod Fixed Fixed Fixed .000 ,00û .00 .00 .0û "00 lnlemal 1.000 1.mt A B c 0 ln tfl in 0"0 10.0 6"0 12.000 2A.12 20.125 12,0tû 1,00 1,00 Lm 1,m lntemal lnternal lntemal 29.û0t.00 1.00 50.00 '1ffiOpsi, FbC= 10ffipsí,Fv= f000psi, Ft* 1Û00, Fc= 400psi, t Bend XX* 1800kg1, Ë BendMln /.X= yy* 1800ksi, E Axial= 1800ksi, SpæieS' , Grade= Any, Cla$s* 1.00 ¡n^2 inÁ2 Default Sleel Steel 1,0 't1,10 11.10 in inÂ4 HSS10x1ûx5/16 HSSl4x6xı/16 Column Seam 10.0 in 14.0 tn 172.tin^A 271.Ðini{ 172.t ín^4 72.3t ính4 4 2 t Global Y GlobalY GlobalY Ê,034 19,050 1S,30 k k k 'Glnb¡i Y" {{*l dûwllT$rd riirs{:1iû¡¡ 0 lllembers... Lengüt tr Ends to Joinls J 3ndI End 2t( EndpolntJolnh I Jolnt J Jolnt Msmb*r Lahel Propotty l¡bel Memþer Stress Chsck äata... Al$Ç Bandlng & Stablllty Factontm Cb $lendemoat Ë¡c{olt K:¿K: ttl¿mbsr Lebel Unbrrced Lengtht Lu:: ft Lu:y Materials,,. Yleld ksi ThsrmalllenrlS kcf Young* ksi ilambsr Label 0,t00000 0.000m7 0.000 0.490 Wood MaterialData... Membor $ections... wdrh lyvA¡eaPropGroup Tag Joint Loads...,itr;1*: L***r i¿i:*brj "*i*b¡i \''' ü{:ì ti*','¡¡liv¿lttj -Y" di¿eciìlt; RoofLlve llllnd ËarthLlvaSnow $elgmlcDlreclionJoint Label Lord llagnitude Llve Snon Selamlc Wlnd ËärthÞe¡d Roofllvoft Load ËxtonB Shrt End Mombar Lebol Losd Dlrestlon Memh*r Ðistributed Loads.... End Mas; 0,080 0,080 0.30 0.30 iii klfr Odisea LLC P.O. Box 1609 Paonia, CO 814?8 {970} 5274540 lucy@odiseanEl,com Project Tille: Engineer: Project lD: Project Descr: P¡iÖt€di IgAUG 202!. 2:?Spfrjl 2-D Frame $¡ß 8ulilf 2,20.8.24 B GlobalY Loed Comblnatlon Derulptlon '¡0t€+H +D+0.7ff1r*0.7ð01+ll ìÐ+0.7501d,750S+{{ .rÐ+0.60W+l {ÐrO.70E+H Ð+û.7ff Lr+O,7501+0,450W+¡l +Ð+0,7501+0.750S{û.450W+H +D+û.75ûL{0.750S{0.5250Ë+H +0,600+0.60W+0,6ûH ¿0,000+0.I0E+Û,$CIH 0.30 0.30 û.0i Stårt lvldg 1S.ûl End lvlag 0,080 0.080 klfi ktft gd +D+L+H *Ddr+H 1 1.25 1.15 1.25 1.15 1.6 t.9 ,0 ,0 ,0 .U n .0 .U ,û .u r.0 f.0 0.75CI t.750 0.750 0.750 0.75û 0.75Û 0.750 1.0 0.750 0.750 1,0 1,0 1.0 1.0 1.0 1.0 1.0 1,0 1.0 1.0 1.0 1.0 0,60 0.6t 1,0 1,û 1.0 1.0 1,û 1,0 1^0 1.0 't.0 1.S 1.CI û.60 0.6û Earth 0.70 0.70 0,60 û.60 s.60 0.75û 1.û 1.6 1.6 1.15 1.6 û,8 û,5250 Roof Live Llve Snow Wlnd Sel¡mlc 1.0 0.750 0,750 0.750 1,0 0.7s0 û,750 1.0 0.60 0.4s0 0.450 0,450 0.450 1.û 0.70 0.6250 û.70 1.0 þead +0*0.7S01r*0.7501+H iÐ+0.7501*0.7508rH +04.$0W*l +Ð+0.708+H *t+0.7$01r+CI.7501{0,450W+H Ð+0.7501+0.750S+0,450WàH +D+0.7501*0.750S"10.ã250Ë+H {0.800{0,60Wr0,60H +Ð+H +Ð+L+H +D+l¡*H +Ð+S{+l {0,600+0.708*0.60H Ð Onlv LrOnlv L Onlv Ë Onlv W Onlv Ë Onlv H Onlv 1.0 1,0 1,0 1,û 1,0 1.0 1.0 1.0 1.0 1.û 0.st 0.60 1,0 0.750 0.750 û.750 0.750 0.750 1.0 1.0 Stressl$trength Load Combinations lBc 2015 0.2'Sds'Dead Seimlc Roof Live Llve $now llYlnd $sl¡mlc Rla Earth Reaction Lsad Çombinali¡ns l3c 2015 Load tomblnatlon 0escrlplion 0disea l"l0 P,0. Box 1809 Paonia, CO8142B {970} 527-eð4t lucy@ûdiseanet,com Project Title: Engineer: Projec{ lD: Projecl Descr: Fripted: 19AUG ä02'1, 2:28PM 2-D Frame ûeflectio* Load tombinations Load Comblnatlon Ilt¡crlpüon 404H +0+L+H +D+Lr{'l{ ôO4S,rH +0+0.7501r+0.7501+ll +Ð+0,7501+0.750S++l *Ð+0.60W+H +Ðr0.70E+H +Ð+0.7501r+0.7501'l0,450W+l-l +Ð{0.7501*0.750S{0.450W+H +D{0.7501+0. 7508i0. 5250E+l{ +0,600+0.60W+0.60H +0,60t+0.70H+0.60H ãxtrame Jolnt Jolnt Labsl X in Iþad 1,0 1.0 1,0 1.0 1.0 1,0 1,0 1,CI 1.0 1,û 0,öû 0.80 1.û Jolnt Displacementt Y in Roof Llye Llve Snow lillnd Sebmlc 1.0 1,0 0.750 0. n 0.60 0.450 0.450 0.60 0.70 0"750 0.750 û,5250 t,70 tBc 10{ö 1.0 Eårth 750 750 1"û 0.750 .0 .0 .0 .0 .U .0 .0 .û .0 0"750 0.7s0 0.750 0.750 0,60 þ Onlv Lr 0nly L Onlv $ Onlv W Only E Only H Onlv 1.0 1.0 1.0 1.0 1.0 ünly L**el 0*ixili¡:atìÕ¡rs gi'rittg xtæxirn*r¡'t v;¡ll¡** ¡¡rc 1i*1¿:¿i On{y l-aa* **inhir*iic¡¡ç çiving t-:t*xirttttr* ça1u*s *¡e li*t¡:¡i z IrliìX 1,,{it¡ fi,litx klit: $ OnlY 0.0 +u+ìi -0.1726 $ OnlY -t.7s31 +D+S 0.001995 S OÍ¡Y -0"002865 0 0nly 0.7945 +Ð+$ o.1767 $ OnlY 0.0 +0+$ 0.0 $ OnlY 0,0 +0+S -0.002543 S Ûnly -0.01608 +0rS -0.3564 S OnlY -1.ô21 +Ð.8 -0.002288 S 0nly .û.009914 *Ûr$ 0.0 $ O¡lY 0.0 +D+8 Radians +D*S Û.OAa44: S Only -0.001289 S 0r*y -0.004321 +B+S .000010 ÐOnly -.0000148 S Only 0.004312 +0+3 û.001260 û Only -s.002471 $ Only -0.01043 +Þ¡S s 2 2 3 ll¡d^ 3 ft¡1in 4 [,14x 4 M!t¡ ı ÌVl¿lA 5 lvl1n Fxtre¡ne Joint Reactions Jolnt Lab¡l z k-fl X k 7. +0ts .7S5 B Only 1 Jolnt Reactlons Y k +Ð+8 ö,685 $ 0nlY Êvlax ¡t¡ti I l,j;tx Mi¡i 2 Odisea LLC P,0,8$( 1S09 Paonia, C0 8142S {970} 527-S540 lucy@adiseanet,com Projec-t ïtle: Ëngineer: Project lÞ: Project Descr: Frínìed: l9AUG 20?1, ?:28P[4 2-D Frame Soûnd€rNc.Build:1?.20,8.24 â fr¡êx lvtin Þriax Min MêX Min 4 5 0.5478 S ùrly 0.t lutax A Nin B i"4az B 1,4¡t¡ 1,1âr c ûfart U Å44¡ D lr,Í* Max Min Max Min Max Min Max Min -,.7Ð5 S Orly -7.093 +0+S 22.183 "D*S 5,115 $ OnlY S Only 0.0 0.CI 21.540 S Only 0.0 -5.886 S&ly 0.0 I¡loment 0,0 ft 0,t fr 18.071 fr 0.0 ft 18.071 f1 0.0 fr û,0 ft .1.7S5 $ OnlY 4.282 S Only 0.0 -21,ffû S 0nly 10.905 S gnly 0.0 Axial k fdember"J " End Foreee $hear $ûrly 3.772 S 0nly 0.s -1.795 S OnlY tèl1J ¡Ii *s ðfe trrJ 0.0 -21.540 IO¡ly 0.0 0.0 'f,?S0S k-frk 0.0 4.148 S0nly 0.0 1,478 I0nþ 0.0 5,115 S 0nty 0.û -1.733 $$ly 0.01.058 SOnly 0.û 1.795 gOn¡y 0.0 0.0 -r0.905 $ Onþ 21.UD S 0ttly û.0 -3.8S3 S Only 0.0 -5.115 $ O¡ly 0.0 Extrams Member Farc*s s A A ß H 0 D d.685k .1,30k ¿.148k -1,109k -3.8 3k -3"836k -5.115k "$. ¡5ts S ürlt' ¡# ¡5$.$ $ O;tþ ,'t fä$:¡ S ü*ty iü. r5üS S S¡nY 0,0 ñ 18,t71 fr 0,0 ft 0.0 fr 1€.071 ft û.û fl 0,0 ft ,540 k-ft 0.32S7 k-ft 21.540 k-ft -12,627 k-tt 21^54ûkJr .12.986 k-tr 21.54ûk-fr 0,3297 k-fr $ ûnly +¿.1.15ü$ S ûriy $ ûny $ Ocly X t*ly +Ë. I$$S 0.2449fr 0,sft 1ô.û18fr 29,125tt 4.107 ft 0.0ít 11.755ft -1,79S k 4.282k .0.54?B k 1,058 k -3.772k 1.705 k L346 k i0. ¡$ü$ S Õ¡ly S *nl¡ $ *rt$. S {}t,ty S Only S An$ 'rû r$SS fi Only Lcad eornhina{i*ris Siving fiaxiñ{r{¡¡ v*h¡r:r äfe l¡5t*d Jolnt Reac'tions x k Y k z k-fr Ëxtreme Joint Reactionc Joint L¡bel Extreme Menber End Forces *nly l"cacl eenbi*ati¡¡¡'Es givinç m;lxinttlm ualu** *rs lister{ Axlal k $hear k l¡loment k-ft "l"EndForce* f¡lsmbsr L*bol Jointthear þisl fromDÍst from'l'JointMomenlMmbrLabelDist lrom '1" JointAxial Odisea LLC P.O, Box 1809 Paonia, ü0 81428 {970} 527-9540 lucy@odlseanel.com Project Title: Engineer: Projec{ lD: Projec{ Þescr: Prínted: 19AUg 2t21, 2:289l,li 2-D Freme tNc.suiH112,20.8,24 Member $tross Checks...Stresc Chockt perAlS0 3ô0.10 & l{0S f0{8 l¡lax, Shaa¡ Sfe¡¡ Raüo¡ Lsad Comblnatlon Rsfo $.tatrc Þ¡st (fr}lJl¡tedal li¿x. Àxlal + Bendlng Sbesr Ratiot Lo¡d Somblnallon Ratlo Statu¡ Dl¡t (ft) ilember tab€l $æüon Laþol 0,00 8.07 0"0û PASS PASS 0,019 0,031 û.027 0,019 PASS r2.00 û.m 20.12 0.00 0.1m 0.189 0.245 0nly 0nly 0rìly s s s 0¡ly 0nly onU PAs8 PASS PÂS8 $ sI Beam Beam Column AI c Ð Odlss! lLC P,ö. Box 18t9 Paonia, C0 8f428 {970} 52r-9540 lucy@odlsænet.mm Project T'itle: Engineer: Project lD: Projecl Þescr: pf¡nredt 1*Au6 2:28PM a : ! t ..: : : , : : I I l +3 { : rJ 41, & 0,O \ '. .. s6ffi&,ö NI bK w 2*D Frame 8ofrr,ara 5 2-D Frame tilc.19892020, #: KW"ûö014064 Odisea LLC P,O. Box 1809 Paonia, CO 81428 {970} 527-9540 lucy@odiseanet.com 0escdption: South Patio Frame Jolnt Labsl Column Eaam Eeam Column Projeot Title: Engineer: Project lD: Projêct Ðêscr: 7JUL2û21,3:11PM 1 2 3 4 5 0,û 0.û 12.ð0 25,0 25.û Fixed t.0 2.0 8.0 2.0 0.0 Fixed Fixed Fixed 0 0 0 0 0 Members".. A B cfl 2 3 4 5 1 2 3 4 13.865 Fíxed Flxed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fix€d fix€d Fixed Fixed Fixed Fixed Fixêd Fixed Fixed 13,805 12.Ð00 ll¡lamber L¡bol Unbr¡ced Lengthr Lu:r fi Lu ly Fixed lixed Fixed Fixed 1.0 inÂ4 172.0 inÂ4 À B c D 12.m0 13.865 13.865 12.000 12,000 13.865 13,865 '12.000 lntenal lntemal 1.000 1"000 lntemal lntemal 1.00û 1.000 .00 .00 .00 .00 1,m 1.00 1.00 1.00 û,49û a$,æ__ Materials.., 0ensfty ThErmal Delault Sleel t.000 1.0û ïYood llíaierial Data,,, Wæd, Not Defined, Ðensily* 35.0p0f, FbT= 1000psi' FbC= 1000psí, Fv= 1000psi, Ft- 1000, Fæ 40CIpsi,ã Bend XX" 1800k¡i, E BendMin XX' 1800ksi, E Beny YY. 1800ksi, Ê BendMin \¡f. 18t0ksi, E Axi¿l" 1B00ksi, Spæies= , Grade- Any, Class" Sections... Prop Ârea widrh ücr lvy kcf TagËroup HSSItx10x5/16 HSS14x6x5l16 0.0 in '10.ü in 14.0 in 0.û in 10.0 ln 6,0 in Group Column Beam Steel Steel 1,0 172,0 inA411,,l0 in^2 11.10 in^2 Joint Load*.... 271.0in^4 12.30 in^4 fir;l*. L_**dS i¡bs!*cl "*k:l;:¡i Y' ¡Cí Cr:¿¡rrrri,eril iirr ''-T* ¿ti Load Magnltuda Llve Snow BlrccÍon v Y Y 2 4 2 Global Global Global 4.60 19.050 13.0 k k k Dead Roofllve c 0.0 8.0 0,080 0,080 Joints... Y Tranolational Ro¡traint Z RohtlonalReåtra¡nt Jalnt X T¡andallon¡l Restrslnt JolntCoordlnateç Releases Specify Conneclivlty of Menbsr Ends t0 Joint$lEnd ¡ JEndv z {rotalionli x yx z (rotaüon) Itsmber Length It Itlember Iabol Propeily Label Êndpolnt Jolnt*lJoint J Jolnt fiïemþer Stress Chcck Data.., Slendsm¡eg Factors K:r K:y Al$t Sendlng & Stablll$ FadonCm Cb Yleld ksi Young* ksi Msmber Lrb¿l Roof Llve WIndSnow SolsillcJolnt LâbÊl lt}tl;ir L*¿ds l¿beledMember tistributed Loadg.... load Extents Stad a End rr' Load lllrect¡on iilsmber Label Ënd Mag: -**fuo- 0.3û $el¡mlc l/llind Ear{h Odisea Ll-C P.O, Box fB09 Pænia, CO 81428 {970} 527.9540 lucy@odiseanet.com Project Title: Engineer: Project lD: Project Descr: Pftnt€di 7 JUL 2021, 3;1 lPM 2-Ð Frams ËNÊRCAIA NC.Sohrae s GlobalY û.0i Sbrl Mag I 18,0i End M4: 0.080 0"080 kiTt k/Tr 0.30 0.30 +D+H +t){.1-{+l +û+Lr*ll *0+S+fl +Ð+H +Ð¡l+tl +Ð+Lr+H .tÐ+S+H D Only Lr Onlv L Onlv $ Onlv W Onlv E Onlv H Onlv ,| 1 1 1 0,750 0,7ıG 1.0 1,0 1,0 1.0 1.0 1,0 1,0 1.0 1.4 1,0 1,û 1.0 0.6û 0,60 1 ,25 ,15 ,25 1ç. 1.6 0.9 1,6 1,6 .1$ 1.6 0,9 0"60 0.60 .û ,0 .0 .0 A ,0 .û .U .0 ^ 1"0 0,60 0.80 0.!'Sd8' Dead Sel¡mlc ûaad Roof Llve Ltve Snow Wlnd $elemlc Rho Earth 1,0 0.7$0 1.û 0.7ıû 0.70 0,750 0.750 0.750 0.750 0,5250 t,r0 Root Llvô Live Snow Wnd Ssl¡mlc 1.0 1,0 û.750 0"750 0.750 0,70 1.0 1.0 1.0 1,0 1.0 1,0 1.0 1.0 1.Û 1.0 '1.0 0.60 0.60 1.0 1,0 1.0 1,0 1,0 't,û 1,0 1,0 1,0 1.0 1.0 0,60 0,60 Earth {Ð+û.7501r$.7501"t+l {Ð+0.7501+0.7ff$*}l *Ð{0.60W+H +0{0.708+H +Ð+0.7501r+S,7ı01'r0.4$0W.ttl {Ð{0.750 L*0.750S{0,450W+l +û+û.75ûL+0.750S*0.525û E+ll +0,60Ð¿0.00W{0.60H +0,60Ð+0.70E+S,60H Load Comblnatlon 0emriptlon 0.60 0.450 0,760 0.450 0.750 0.60 +Ð+0.7501r*û,7501+H +D40.75CIt{0.75ûg+H +Ð+0.60W+H +D+0.70É+ll +D*0,750Lr+t,75Str0,4S0W+H +D{0.7501't0,750S+0"460W+{ rÐ*0.7501*0,760S+0.52S0E+fl +0,6S0+0,60W+0.60H +0.80D{0,708{0.60H 0.750 0.750 Û.750 0.750 '1"0 1.0 1.0 0.750 0.7ð0 0.750 1.0 0.450 0.450 0,5250 0.70 1.0 .1 f\ 1.0 $tressl$lrength Load Comþinationç t8c 2015 cdload Combln¡tlon Deser¡pfion Reactlon Load üombinstiong rsc 201$ Odisea LLC P.O, Box f 809 Paonia, C0 81428 {970} 527-9540 lu6y@odiseanet,com Project Title: Engineer: Project lD: Project Descr: Êf¡nted: 7 JUl. 2Õ?1, 3;1r PM 2-D Frame 'tÐ+{'l ')Ðd+H +Ð+Lr+H +Ð+S+H +Ð+0.7501r{0.75t1+H r0r0, 7501.t0,750S{.lJ +D+0,ıOW+H +O*0,70E+H +D+0,7501r{0.7501+0.450W+H +Ð+0.75ûLrû.7508+0.450W+H +Ð+0,7501+0.750S.'0,52S0F+H .i0.000+0.S0W+0.6ûH {0.60Þ+0.708*0,60H , Ëxtrams Joint i: JolntL¿bel Â iil¡x Ìvril ËxtrBms Joínt Reactions Jolnt l*bel 1 1.0 1.0 1,0 1.0 f.0 't.0 1.0 1.0 1.0 1.û 0.60 0,6û 0,70 0.70 0.60 't.0 1.0 1.0 1.0 1,0 't.0 l.v 0,7ı0 1,0 0.750 .0 .0 .0 .0 .0 .0 0.7s0 0,750 0.60 0.450 0.4ð0 s,5250 1.0 1,0 1,0 1.0 1.0 Only L**rl f*mi:;i¡rations giui*g rtaxirnul¡r val*e* *ro lixf*cJ û*ly Laad Çet*þiratlçns giuiir¿ tncximutÐ v¿í¡*c;uc ii*t*cl CI,750 0.7f,û0.750 0.75t0,75û 0,750 D Onlv Lr 0nlv L Onlv S Onlv t¡t/ Onlv E Onlv H 0nlv 't,0 0,60 0,60 zY in x ln 1.0 1 I 2 2 3 J 4 4 Ir.4¡x l\4 I Iì f!¡AX þ.{in Max tuii* #*x Mn 0.0 +Drs -0.0450 {0.ô00 -0.1363 +0+S s49 +0+$ 0.0 t.001 $ 0nlY 0.t +}t5 -t.001881 S Oily -0,009201 4O+S -t.102,1 '0.600 -0.3020 +B+S Jolnt -0.001861 S onlÍ -0.01191 +Ð+$ 0.0 S eilY 0.0 +0+S 0.000741 40.60t) -0.000å{4 '0.8(Ìt -0.00176s +0+S -,0000CI50 {S.ô00 -.000CI090 Dûrly 0.001751 +D+$ 0.000534 {0.$00 -0.û007s2 +0,60n -0,002323 +O*S Radians z k-fr S OnlY CI.1389 ¿ÞrS 0"t4656 i{.600 t.0 +0+$ 0,0 '0"600 X k Y It +0i$ .160 Sftly Max luil; ! lv1¡x hl:* 2 +O+S 0.6184 +0.600 Deflection Laad Combin¡tions tBc ?015 Roof Llve Live Snow l{lnd Selcmlc LOåd GömÞmåuon Fåclof8 Dead Eetth Load Gomblna$on Ileærlplion 4 Odisea LLt F,O. Boxj809 Paonia, tO 81428 {970} 627€640 lucy@odiseanet.com Projec-t Tille: Engineer: Project lD: Project Descr: Frint6d: 7 Jt,L 2021, 3:11FM flþ; IrAfi.ecb2-t Frame Extrsme Joint Reactione Joint l¡bEl Y k x k z k-fr 1,4¿x li''litt M;¡x l,,ti¡r ¡VIðT lJir 4 Ë -û.8164 +0.m0 -1,960 rO+S Jolnt 26.0f I *Ð.S 4.160 $ 0nly ilemberu lo End Forcee She¡r k Orriy L**el Ç*ml¡inalio*t¡ Siving m*xirrtiirn valuçs *¡e list*d lilember'J " lnd ForcosÂxl¡l Shear k Momenl k-frk ft¡lember Label Âxial lllomont *D*$ 9.846 ¡0.600 5.A42 +D¡$ 1.M3 +0.60t 2.762 +D+S 1.155 +0.600 26.81S *0t€ 13.476 +0,Ë0D +0.600 -1,900 *O+S 5.975 i0+S 1.576 '0.€00 -0.9766 4{.60p -1,627 D only 1.960 +D+S 0.0184 +0.û00 +Þ+0.750S CI.0 +Ð+$ 23,520 +Ð+$ 7.421 4.600 -1û.278 +0,600 -2ô.40 +Ð+$ 23.520 +[þS 7.421 +0.60û -9.84ô ,0,flÐ ¿0.569*$S -1.155 ¡{.600 -2.762 +0+S -1.43 {,$00 -5.042 ,{hS -13.476 {0.6m -2ö.619 +0+S 1.96û +Ûr$ 0.6184 10.ô00 -t.97€5 d).600 -1.627 0 tnly 5.S75 +Ð+S 1.578 {0.6û0 -0.8184 "0.$0f) -1.9ôü +D+S k-fr'*-î¿x +0.600 -23.620 *Ð.$ 26.40 +DrS 1t.278 +0.800 -7.421 +0.600 -23,52CI +D+S 0"û +tÞS 0.0 Ð 0nly k A M¡¡ A ¡,lr) B lJax B ¡,'fJil Àf*: c i,t;¡. D I"l¡x D 8"1ift Axial Ðist from 'l- Joint -9.846k -20,5S9k -1.155k -5.042k "1,'155k -5,042k "13,476k -26,619k +t.$üll 4.ll{"$ +t.ûeå !i{ l) "ú,s*S ¡f..¡ I 'ó.$Sû ¡lJ*.S 0.0 Tr 0.0 fr 13,865 fr 0,0 ft 0.0 ft 13.865 ft 0,0 fr 0.û fr Moment 0.151ö k fl 23.520k-fr *m.40k"ft ?3,520 k'ft ¿6.40k-fr 23.520 k-tl 0,1515 k-lr ¡ti"$ +ù.$ûr) { i}.r s ¡#¡$ ,¿lt$ raJrS rÛrs +{} t{Jû 12,0 fr 0,2449ft 0,ûfi 13,û65fi 13,865fr 0,0fl û.0fi 11.755 fr k -1.960 k 5.975 k û,s7û5 k 4,9765 k "5,975 k 1.Sð0 k 0.6184 k : û öi]ü +i)¡ S +*nS ¡ i.i"{rûÐ r {l$l:& +Û!s rñ¡ C it ¿iûli 0,0 fi 0.0 fi 0,0 fr 13,865 fi 0,0 ft 13.865 fr û.0 ft 0.0 ft Þist from "l' Joint Sheal Ðist f¡om 'l' Joint A B B c Ð Ð Max Min Max Min Mëx Min Max Mìn Êxtrsme Member End Forcos i3*ly lrs givi,ri¡ tn¡xillr¡r¡r v¡lues ¿re fistild Extrems Mer*ber forces tnaxirirUr¡r v¿it¡et ;lre filmbr Lebel Odisea LLt P.O.8ox 1809 Paonia, C0 81428 (s70) 5274540 lucy@odlseanet.com Project ïitle: Engineer: Project lD: Projecl Oescr: Printedj ¡ JUL 202i, 3:llPM 2-D Frame t¡¡c,Suild:122û¡,24 Memher $tress Checks,,.Stre¡¡ Ghecl¡Alsc 3tß10 û l{Ds 2018 0,021A B c Þ Beam Beam 0olumn Ð.223 a.223 +Þ¡S +O+5 +$rS 0"303 PASS PAgS PASS PAS$ PASË PASS 0.044 0.ü44 0.02{ +0+S +0+S {F"S 13,87 0.00 0,00 0.CIo 0.00 &,87 0.00 låcx. Shsa¡ Süoas Rålos Load Comblnallon R¡tlo tt¡tus Dlst (ñ) lilrx. ^xlal + Bendlng Streaa Rrtioe Lo¡d Comblnaüon Ratlc SBtu¡ Dltt {ñ}trlated¡lMombsr Labal Sec{on Lab¿l Odisea LLC P.O. Box 1809 Paonia, C0 81428 (970i ã27-954û lucy@odiseanet,com PrdectTitle: Engineer: Project lû; P¡oject DeÊë[ Pnntedr T JUL 20?1. 3:1-lFM 2-D Frame tz,s I rå ? n Or\Þ ,?,./ 5 âS' Ð zsr? t _1\Ã f{ Otö úw 1I CIdisea LLC P.O. Box 1809 Paonia, CO 81428 te70) s27-9540 lucy@odiseanel,com Project Title: Engineer: Froject lü: Project Ðescr; Printed: 7 JUI äô21, 2:44FM 2-D Frame ÊHÊRüLC,INC.Softrars #: KW-0E014084 Deecrlption: EntryFrame Joints... Jolnt Lab€¡ Jo¡nt Coordlnatcs x ft Y fr 1 2 3 4 $ 0,0 j 0.0 I 8.0 l 16.0 I 16.0 ì CI.û 16.0 20,0 16.0 0.0 Fixed Fixed Fixed fixed 0 0 0 0 û Z RohtlonãlRestmlnt Jolnt Tsmo deq F Y Tr¡nçl¡llonal Re$ralntX T¡an¡la{onal Reshslnt Mcmbsrs,.. lliember Lab¡l x I End Fixed Fixed Fixed Fixd to J ENd I 2 A B c D Fixed Fixed Fixed Ftxed Cohmn Eeam Beam Çolumn I 2 3 4 2 3 4 5 16,000 8,944 8.944 16,000 1,0 inÀ2 6,760 inÀ2 6,760 inÀ2 Fixed Fixsd Fixed Fixed Fixed Fixed Ftxed Fixed Flxsd Fixed Flxed Fixed Fixed Fixed Fixed Fixed Ag D 1ô,000 8.944 8.9Í4 16.000 lntemal lntsrnal 1.000 1.006 lnlemal lntemal r.000 1.000 10.0t0 8.944 8.944 16,û00 0.55 1.oCI 1,00 1,00 ,00 .00 .00 .00 1 1 I Materials... lfiamber L¡bel Default gtåêl Wood 0.000 1,0t 5û.00 Wood, Not Defined, Density= 3S'gpcf, ful= 1000psi fbC= 'l000psi, Fv* 1000psi,10t[, Fc'400psi, ËBendXX. f8Û0ksi, EBendMinXX= 1B00ksi, ãBenyYY- 1800ks¡, EBendMinYY=1800ksi, EAxial= 1800ksi, Speciês=,Grade= Any, Class= Member $ections.,, lyy Default HSS'10x10x3/16 HSSI4x0x3j16 tlobalY GlobalYI cto¡alv Membsr üistributed Loads.... ilember L¡bsl Grouo Column Beam Default Steel Þead 10,0 in 14,0 in 1.0 inÂ4 108,ü inÀ4 170.0 in^4 $teel ln in 0,û 6.0 108,0 in^4 45.90 in^4 Snow 2 4 â 3.869 3.869 5.50 k k k I'l*is. l-ûtìiJ$Y"rJown,,;ard ''-\.'" diteitii¡Ê klfr klfr 0.30 0.30 tndpolnt JolnlslJolnt JJolnt filåmb6r Length ñPropoily Label Meffber Stress Chêck Oata... Al$G Bendlng * $tabllþ Factoratm 8b ldember Label Unbraced Lengthr Lu:z 6 Lu;y f¡6tors K:z K:y Danaiþ kc'f Thormal ir¡/degr Yhtd ksl 1.00 Youngr ksi Group TagPrcp Label Joint Load*.,..l.l¡:l*. tr-*¡¡i*r i¡tl*lë,J 'ill$i:ri Y'' .l*i r-k;tlnlv¡¡i;i ""\" tii:'*ili*;t DlreË'tlonJolnt Labal ft Load Exlsnlt Start lnd Load ilagnltude Llve Snow $el¡mlc lllllnd EarthDead Roof Llvo [oad Dlnellon End Mag 0.080 Odisea LLt P,O. Box 1809 PænÍa, C0 81428 (970) 527-9540 lucy@odisoanet.com Prdeet Title: Engineer: Project lD: Project Descr: Printed: 7 JUL 2û21. 2:44pM 2-Þ Frama $oforârs rNt B GlobalY +D*H +D+L*¡{ +Þ+tr+l +D+S+H +Dr0.7501r+0,7501*'l +D+0.7501{0.750S+H +Dr{.60W+H +Ðr0,708+ll +D+0,7501r+0,75ûl'r0.450w+ll {Ð{0.7501{0.750S{û.450W+l +D+0.7501+0,750S+0,52ı08+l {0,600*0,60W{0.60H 4.60Ð{0.70E+0.60H Rsacti*n Load tombinations {Ðr.l-+H +Ð+Lr+H +Ð+S+H {Ð+0.7501r+0,75ûL+H iÐ{0.7501+0.7ı08+H *Ð{0,ôOW+H +Ð+0.70E{+t +û+0. 7501r+0,7501{0.450W+H +Ð+0.7501+0.760S{0.460W*i.l .¡Ð*0.7501+û.750S'+0,5250 Ë4ll ''0,600{0.60W+0.60H +0,600+0,7ûE+0.60H 0,01 SurtMag; 8.01 Ênd Mag: 0.9 1 1,25 1.15 1,25 1.16 1$ 0,9 1.6 1.6 1.16 1.6 0,9 0.080 0.0t0 k/fr k/fr 0.30 û.30 ,0 .0 ,0 ,0 ,0 ,0 ,0 .0 1 1 1 1 1 1 1 'l 1.û 1.0 0,75û 0,750 0.7s0 0.?50 0.7s0 1.0 0.75t 0.45û 0350 0^60 0.70 0.52ö0 0.70 0.70 0.525û t.70 1,0 1.0 1.0 't.0 1,0 1,0 1.0 1.0 1-0 1.0 1.0 1.0 0.60 0.60 tBc 2015 1.t 1,0 1.0 1,0 1,0 1.0 1,0 1.0 1,0 1.0 1.0 0,60 0.60 0.60 1,0 't,0 0.60 0.60 0,750 0.7500,750 0.750 0.60 0.450 0.450 0.60 1,0 0.750 û.7f,0 1.0 ,0 .0 .0 .t .0 .8 .0 ,0 ,0 .0 0,60 0.60 1.0 0.760 0.750 1.0 0.75û 0,750 1.0 0.750 û.750 0,750 1.0 0.750 1,0 D Onlv Lr 0nlv L Onlv S Onlv WOnlv Ë Onlv H Onlv 1.0 1.0 Streosl$trength Load Combinations rBc 201í cd 0.fSdrr Sslrmic LÐad camb¡natlon Factolt f,oof Llve Live Snow Wndllead S¿l¡mle Rho E¿Ëh Load Comblndon Ihrcrlption Load gomblnsllon Factol* Rool Llve Live Snow Wnd $eitmic EarllrÐsad lo¡d Gomblnatlon Descr{ptlon Odisea LLC P.O, Bor 1809 Paonía, t0 81428 (970) 527-964û lucy@odiæanel.com Project Title: Engineer: Projeot lÐ: Projecl Descr: pf¡nt€d: 7 JUL 20?1 2.44PM 2-D frame rNc. Lic. # Defleclion Load CombinaiÍons +Ð+H +.0.¡t+H *Ðdr+H +D¡€*H +Ð*0"750b+0.7501+l {Ð+0.7501{0.75OS+il {Ð+t.t0W+1{ .|Ð*0. +0*0. Extrsmê Jt¡nt .U ,0 .0 ,0 ,0 .0 .0 1.0 1.t t.75t ü.750 0,750 0,75û 0.750 0.750 0.750 1.0 0.750 0.750 0.750 0.70 0.5250 rBc 2015 1.0 1.t 1.0 1,0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.60 0,80 1.0 0,6û û,450 0.450 0,60 0.7û D 0nlv k0nlv L Onlv S CInlv WCInlv E Onlv H Onlv 1.0 Dhplacemôntt s 9, +0+S 2.527 SOIIY z Radians +0+S 0.û00551 S Only -0.000704 S 0nlY -0.0ü2061 +Ð+$ 0.0 +0.609 -.000001û +Ð+$ 0.002ö5$ +Ð¡S 0.000703 S Onty -0.0005s3 S Only -0.00r666 +O+g 1.0 1.0 1,CI 1,0 1.0 {irrty Lo*d C*îì}l}in¿ttiû11å,(¡iui*g ttt;lxiltt**t vai*¡:s *rç listctl Srly t*ail *t¡ntlinati*ng givi*ç r*axiirrlnt valx¿¡s *re tri*le il ln x tn 1 1 2 2 3 a 4 4 l!!ax lvli;t M¿x lrti¡'l lvlax iliì¡l l';i¿x |'.,{ì¡r $ OnìY 0.0 +0*S -0.02552 $ ûnly -0.08108 +D+$ 0.000114 +ÞrS .0000140 '{.680 0.08f 46 +D+$ 0.02582 $ OnlY 0.û *Þ.$ 0.0 $ 0nlY 0.t +û+S -a.0t2475 $ OnlY -0,00s617 +û+S -0.05458 IOnlY -0.1760 +0+$ -0.002226 $0il1y -CI,CI09303 +0+$ 0.0 S 0nlY û.0 +D*$ 5 h4as 5 $ii¡r Extrsnc Joint *cactions JÖInt LåþgI Jo¡nt x k z. k-ft Y k Max i"1i;r f¡iax Mi¡i 2 +Ê+.9 0.2134 S 0nlY Lqåd Çomþ¡nal¡on FaÊtor8 Roof llve Llve Snow Wlnd Salamlc EañhDead Load Gomblnallon fhtcriptlon Jolnt Lrbel Odisea LLC P.O, Box 18û9 Paonia, CO 81428 (e7t) $27-s540 lucy@odiseanet,com Project Title: Engineer: Project lD: Project Descr: Pr¡ûted: T JUL 202!, 1:4.1FM 2-Þ Frame Extrome Joint Reactions Jolnt Labsl M*x ¡.4i* fi{ax li¡'lk¡ å,,1a¡ tdi* Jolnt Rercüonsvzk k"fr X k 0nly Lra<l e o¡nhin*ticn* girrìn6 ntaxirnutn vaiuec ar* list*tl *nly L**d ü*athin*ti*n* giviRç xtaxixt*c: vah¡çs *r* li*t¡rri [t{omber 4 f,-t.2134 $ O¡ly -0.t329 ð"S 2.275 S O.tlY 9.499 Ð+S Extreme Mernbcr End Forces llefiber " I n [,lember Label Extrême f{lsmber Forc*s A ål¿.1¡ A ?,1¡¡ B *,1å{ B tt4ltl c ¡1,lai c ¿lù D lvl¿¡t. D å?ì¡; Axlal k Shear l( 0.632S *Ð+t a.2517 r0.800 Moment k-fr Axlal k +0.6ûD -9.819 +O+$ -t.972'l +0.m0 $hear k liloment k-fi +D+S 4.376 *0,6f)Ð 3.227 +Ð*$ 1.144 {0.600 1.724 "O"S 0.9540 $,600 9.49S +Ð+S 4.335 1{}.600 +0.60t -ü.ð329 +S+S 5.Û39 $+S 1.7?5 i0.6@ -1.345 {i.tû0 -2.242 D0nly rOr0.?SS 0.0 DOrly 10.12ô +Ðnç 4.427 {0.600 +0+S t.2617 i0.60t -1.381 +0.600 -2.32t "DrS 4.752 tD+S 1.689 10,6úB -0.2517 +0.600 -0.e329 ê9+S r0.û00 -10.,2e +Ð+S 21.503 +û+S 9.702 {0.600 4.027 .{.0ûÐ -10.126 *û+S CI.0 +ût$ 0.0 0 0nly -1.868 +O+S -1.126 +0,80Ð -3.084 *BrE -4.335 {.600 -9.7Õ2 {0.600 -21.5û3 {Ð*g 1û.126 +Ð.S 4.027 {{.600 -9.4S9 +rö $nly L**d Çorrlbinati*r¡s iJit¡i1!! lfi êxtntilr¡¡values nre l:isle{! Shear Distfrom'l"Joint A ü B c D 0 -s.8l9k 4.9721k -3.227k 4,9ã40k -3.084k 4,33$k -9,499k +i¡ û{lS .uilr.T +¿].6ût rll{S r*ıû¡J Ì${ s * iÌ,$û¿] .rl)*S 0.0 fl 8,032 fr 0,0 fr 0,0 fr 8.032 fr 0,0 ft 0,0 ft 10.1 k-fî 0.08219 klr 10.f?6 k-fi -2't.503 k-fr 10.'t26 k-fr -21.603 k-fl 10.126 k-fr 0,ð8219 k-fi iü{$ "*, $ilr) +ll*S -l\r-c' ¡ Li+,$ ,.Í\i c + U*;\ rS.Süå 0.3265fr 0.0fr 8.944ft 8,944 fr 0,tft 0,ûfr 't5,s73 fr -0,2s17 k -û,6329 k 5,033 k 1,38J k -1.345 k 4;752k 0.ô32S k 0.2å1? k i fi $tjt *irS +íj.6ü¿: !.i Sili-a *Ë{S { F{.5 ,*.$ri| 0.û fr 0.0 ft 0.0 fr 8.032 fl CI.o f 8,032 ft 0,0 fr 0,0 fi k t¡lax Min Max Min Max Mln ldax Mìn Dist from'l'JointMomentDist from 'l' JointAxialMmbr Label Odisea LLC F.û. 8ox 18û9 Paonia, C0 81428 {970} ö27.9540 lucy@odisêâilêl.com Prdec{ Title: Engineer: Projecl lÐ: Project Þescr: prinred: 7 JUL2021. 2:44PM 2-0 Frame rNc. Member $tress Ghacks.. Bearn Beam Column 0 0,334 PAgg PASg PÀSS +SrS +fÞ$ +Þr$ 16,00 8.94 0,00 0.û0 Strer* Check per 3û{þrr û l{98 2018 0,082 0.077 PASS S.03PASS 0.000,011 0,01 .ÞrS +0+S +Dr6 B c D 0,333 0.274 llax. She* Sgem Rrüo¡ Lord Comblnrllon Ratlo St¡tus Dlst tfr)¡ j l¡lember Låb¿l Socllon Labal Itratedal fllar. Âxlal + Bsndlng St¡ass Ratios Lo¡d Comblnatlon Raüo St¡tu¡ DlEt (fi} Odisea LLG P,O. Box 1809 Paonia, C0 81428 {s'¡0)527454t lucy@odlseanet,com Project Tille: Engineer: Projeet lD: Proiec{ Descr: Printed: ? Julztål, :i¿4PM 2-D Frame #: XW"060 ç Y?fi ü lb,lb0r,?a ,f t.\r)IVt¡Ât I 0¡a tqo N 5 S Odisea LLC P.O. Box 1809 Paonía, tO 81428 (970) 527-9540 lucy@odiseanel.com Prsjec{ Tílle: Ëngineer: Project lD: Project Þescr: PrintÊd: 7 JUL 2Û?1, 3:?SPIll 2-D Frame $offwEs rNc. 9e*cdplion ; Entry Frame - 2 Joints... 1 2 3 4 5 0.0 0.0 5.750 11.50 1'1.50 0,0 16.0 20,0 16.0 0.0 Fixed Fixed Flxed Fhsd 0 0 0 0t Msrîber$,,. Column Beam Beam Column Member $tress Check Ðata... 2 3 4 5 1 2 .t 4 A ä Ç D 16.000 7.004 7,004 1Ê,000 Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed F¡xed Fixed AISC Bondlng I $lahlllty Fae'tonCm Cb AI tr Ð .û0 .00 ,00 .00 16.000 7.004 7.0t4 rÊ.000 16.000 7.004 7.004 16.000 û.65 1.00 1,00 1.00 lntemal lntemal 1,0û0 1.000 lnternal lntemal 1,m0 1.m0 fvlaterials.,. Msmbar Dofault Steel Wood,Delìned, Densily= 35.0pcf,FbT='l000psi,Fbt= 1000psi, Fv,1000psi, Ët= 1000, 1800ksi, E ËenyYY= 1800ksi, E BendMln YY= 1800ks1,E Axial'1800ksi, Species' , Grde= 1,00 50,00 Fc= 400psi, E Bend XX= Any, Class= E BendMin XX= Member HSS10x1ûx3116 HSS14x6x3/1ð ïagProp 3 Area $.760 6,760 in^2 hx 1,0 in^4 108,0 in^4 45,90 inÁ4 üi:ls; l"tad* lãtlsT*iJ ''*ìl*tlðl i" ¡*t rJ.;*l¡rl-¡¡¡'t"!'' T'' tllrsclia* yuidrh €roup Golumn Eeam Steel Steel 0,û in 10,0 in '14,0 in 0.0 in 10.0 in 6,0 in 1.0 in^4 108.0 inÅ4 170.0 inÀ4 Joint Loads..., SlobalY GlobalY 7,80 2.779 k k ufr klfi U. 0. $þrt Ënd Y 2 Ivlember Distributed Loads....L*:ade li*i:ei*rei 'rirhþGl Y" åci (i 11:ler:lr¡it i Jofnt Z Rotatlcnal Restralnl ! Temn! deqF Y Tran¡lational Rsrksint Jolnt Coordlnrte¡XYfrft X Tr¡n¡lalionel ßeetr¡lnt Jolnt Label Releases Specify Connectivity of MemberlEnd Iv z {rotation}l x Ënds lo Joints J Endv z (lohl¡on)x l¡lembEr Lengûh n EndpolntJolntclJolnt J Jolnt Member Label PropsÌly L¿bel Blendemsas Facton¡ Kru K:y Momber label Unþr¡ced Lêngthå Lu:z ft Lu:y Ylsld ksi Denalty kcf Wood Material Data... û.0û0 Thermal 0.000000 û.000007 lltaterlrl EarthLlvsYSlndSnow SolsmicDead RoofJolnl Label Dlre€Íon Load ltlagnltude Live Snow $elsmlc lïind Earth0eed RoofllveI Load Ertenb Stârt fnd Lo¡d 0lrac,tlon ilember Labol Mag I 0,040 Odisea LLC P.O. Box 1809 Paonia, G0 81428 {970) 527-9540 lucy@odiseanet.com Prolec{ Title: Engineer: Project lÞ: Project Descr: Pdnt€d: ¡ JU12021. 3:2tPM 2-Ð Frame GlobalY +û.rll +0d+H +Ðdr+H +0r.3+H +Ð+0"7501r+0.7501+l r.D+0,7501+0.750S+l +0+0,60W+H +0+Ð"70Ë*H +Ð{0.7501rt0,7501+0,450W*H +D+0.7501+0.75ûS*0.450W+H +D+0.7501d,75ûS*0.52508+H +0.60Þ+0.S0W+0,60H {0,600+0,708+0,60H Load Comblnaüon Dercrlptlon +Ð+L+11 +Ð+tr+H +D+S+H +D*0.7501n0,?501+ll +O+0.750t{0.750S4H +D+0.60W+H rÐ+0.708+l{ *Ð¡0.750tr{0.7$0t{0. 4$0W+H +0+0.T501+0,750S.¡0.450wii1 +O+0.7501't0.750S+0.025084H +0.600+0.60W.+0.60H 4û.600+0,70E+0.60H D Onlv k Onlv L Onlv E Onlv WOnlv E Onlv H Onlv klfl k/rr û. 0. 0.0i Start Mag ã.7b0; End l¡tag 0.040 0,040 150 150 1.0 0.7s0 0,750 0.750 1,0 0.750 0.750 û,760 0,450 0.450 0.70 0,6250 0.70 0,5250 0.70 1 ,0 1.0 1,0 '!,0 1.0 1,0 1.û 1,0 1.0 1.0 1.0 0.60 0.ô00.70 0.60 s.450 *,450 û,ö00.60 0,60 1 ,25 ,15 .25 ,15 1.6 û.9 1.6 1.6 ,15 1.6 0.9 .0 "û ,0 .0 .0 ,0 .0 .0 ,0 ,0 ,0 ,0 ,0 ,0 ,0 ,0 .0 .0 1.0 1.0 1.0 1,0 1.S 1.0 1.0 1,0 1.0 1.0 0.60 0.60 0.60 0.60 1 1 I 1 I 1.0 1,0 1,0 1,0 1,0 0.60 0.ô0 1.0 û.7$0 t.750 0.75û û.75t 1.0 1.Ð 0.7ð0 0.75û 0,750 1,t 1.0 0.750 0.75t 0,750 0.750 0,750 0.750 0.7$0 1,0 1,0 1.0 1.0 't.0 1,û $tras¡l$trsngth l-oad Gombin¿tisns rBc 201$ cd 0.2Sds* &irmic Load Combin¡tlon F86{ors Roof Llve Llve Snow Wlnd0eåd Sçi¡mlc Rfto EaÍh Load Gomblnaüon Þercriptlon Reac{icn load tombinations tBc 2015 Load Comblnation Factors Roof Llva Llvs Snow Wlnd $ai¡mic EarthDead 0disea LLC P.0, Box 1809 Faonia, CO 81428 {970) 527€54û lucy@odiseanet.com Project Title: Engineer: Project lÐ: Prajecl Ðescn Pr¡nted: / JUL ?021, å;?gPM 2-D Frame # i KW-06t14964 Dofl ectlon Load 0omþinations +D+}l +D+t.tfl +Ð+lr+l{ +0.i,$+H *CI.d,7501r+0,7501{+{ +D+0,75ût+0,750S+H +0+0,60W+l +D+0.70E+ll +0+0.7501r*0,7501'i0.450W+H +0*Û.7501+0.7508{+,450w+ll *D{0,7501-t0.750S.+û.525tE+H +0.000*0.60W+0,60H +0,600+0.70Ë+0.6011 ,0 ,0 ,0 ,0 ,0 ,Û ,0 ,0 ,0 ,û 1,ü 1.û 0.7s0 0.750 0.750 0.750 ü.7ö0 s.750 s,750 1.0 1.0 1.0 0.r50 0.750 0.750 1.0 0.52$û 0,70 1"0 tBc 20r5 1.0 1.0 1,0 1.0 1.0 1,0 1,0 1,0 1,0 1.0 1.0 0.s0 0.ô0 1"0 ü.70 0.60 0,450 0"450 0.60 1,û 0.60 0,60 1,0D Only Lr Onlv L Onlv S Onlv WOnlv E 0nlv H Onlv Loed Comblnadon Factoll Roof Lhe Live Snow Wlnd EatsrSolsmlcÞaed Load Çombinallon Oeecdpllon Êxtreme.ioint ünly l.*atl tcn¡l¡inati*r¡s givirrg *axitttr,lt* val¡¡es err; li*i{¡c? Jolnt JolntLabal x in z, tadians 1 I 2 2 3 3 4 4 5 Max 5 S OntY û.0 *0*S -0.005723 S Qnly -r.05327 rD+$ -.0000490 S 0nlY -0.004796 +D+8 t.04571 *SrS 0.005730 6 0n1y 0.0 +$¡S 0.0 S OnlY -0.001920 $ OnlY -0.007707 -û.009292 ñ ûtlY -0.07954 +D+S -0-000769 IOnly ,0.004794 +D'S 0.Û 5 Only 0.0 *0tS ¡D+$ 0.000127 S 0nly -0.000105 S ÛnlY -0.00126ô +O+S .00û020 D 0nly 0.0 S OÍly 0.001306 +0+S 0.000165 S OnlY -0.000127 S O¡ly -0.CIo1û10 *û.$ MñX Min Max tu1in Max Min r!'l¿lx Itr!;l sfth 0.0 +tþ$ +0+S f;xtremc Joint Reaciicnç *nly L*ael ecg¡irina{içnç çivinç lnaximul¡¡ vaiu*¡; ¿re li*l*d Jolnt Lebel futr¿¡x Min l,4ax Min +D¡$ 0.t4967 S Ottly 0.9397 S 0nlY x k Jolnt RÊacllons .: ,l k-ft i Y k 2 Odisea LLC P,O.3ox 1809 Paonia, CO 81428 (970) 527-9540 lucy@odiseanet,com Project Title: Engineer: Project lD: Project Descr: ftintsd. 7 JUL ?02I. 3:29PM ?-Ð Frame Extrams Joint Reactions Jolnt labsl x k r, k-ir Y k r¡ *nly L*ld Ccxt¡in*tio¡ls 6iviirg *aximui¡ vatues årr li$t*{¡ L*a¡l e¿¡¡t'¡bir:aÎ:tn* gì|di!ìll ru¡¡¡ vi¡iues arc lisl*{3 4 lil*x Min L'lax i'ftn M¿¡ tu1in 5 -0.04s67 SOnlY -0.3934 +S+S 4.895 *0+S 0.78ı3 S0nly Extreme Member ãnd forces 7 -0.3s34 +û+$ A il*;c A Írl4t a $la¡ ö irlrr (/ ¡T1*¡ 0 lJi¡: D tufÙ1 D iJù¡ 4.158 *û.80P 3.230 +[þS 1.591 4.600 2.498 D Oflly 1.499 +û"60Ð 4.895 +$¡S 2.466 *0.600 3,954 +Di3 1.927 -0.600 -1.793 *0.600 -?,988 D OnlY 0.3s34*0*$ 0.2063 {0.$0Ð 0 only 0.0 *0.6{D 6.295 +ÞS 3.30 +0.600 -9.727 '0.600 -17.697 +0+S 6.295 *0rS 3,30 +0^m0 {0,6Ð0 -7.869 +Þ¡S -1.513 +0.ô00 -2,60e +û+S -1.57"î +0.6tÐ -3.118 +ÞtS -2.466 +0.60Ð 4.895 +[ÞS +DtS 0.2063 *0.60Þ -1.813 i0.600 -3.057 +D{rS 3.793 +D+.1 1.S06 +0.mÐ -0.2063 +0.ô00 -0.3934 +O+S "0.m0 -6.2S5 +O+S 17.697 *0"S 9.727 +û.60D -3.30 {0.û00 -6.295 +Ð+S 0.0 D Orly 0.0 *0+ç Fxtrsms Mçmber Forcss Mmbr Max A Min B Max B Min Max Min D Max D Min tnðxir¡llltl-r ilss åt{} Axial Dist lrom 'l' Joint Momênt k-ft 0.0ı735 k-ft 6"295 k-lr -17,697 k-ft 6.295 k-fr -17,697 k-fi 8.29S¡-fr 0.06r35 k-fr kom "l'Joinl ¿,15tk -7,863k -1.ä13k ^3"240k -1.499k -3.118k -2,466k -4,8S5k 't.64û riJr$ r*.d{)$ +ll+$ ¡{],Sû$ *fl*5 +g.S{lå tÐ*$ 0,û ft 0.0 ft 5.861 ft 0.0 ft û,0 fr 5.861 fr 0.0 fr 0.0 fr rJl. C rt. $ii¿l ¡ñr C !0+S r*|5 r f]*5 +Ë+S rS.ð$S 16,0fr 0.32ESft 0,0fr 7,004fr 7.004 ft 0.û fr 0.0ft 15.673ft 4.3934 k 3.954 k {,8J3 k -1.793 k -3.793 k 0.3934 k 0.2063 k *û.S#r3 i¿rrù r l.:;+s + û.óúS 'þt]"6ttl {¡lr'S +tlr-$ ¡Û"6Õ* 0,0 lr 0.û fr 0.0 fr 5.8$1 ft 0,t tÎ s.861 lt 0.0 ft 0,0 tr k Axlal k $hear k ftloment k-fr Memher Label tlember End Forcer Axial $hsar Moment k"likk Shear 0ist from "l' Joint Odisea LLt P,0, Box 1809 Paonla, C0 8f428 {970} 527-9540 lucy@odiseanet.com Project Title: Ëngineer: Project lD: Project Desø: Printed: 7 JUL ?o?1 3:29pM 2-D Frame $oivar ENERC{qLC, f ô.00 7,04 0.00 0.00 +Þ¡S +D{S +Þr.t +t+8 +Ð+S *0*S A B c D Seam Êeam Column û,'178 t,277 Ð.277 0.167 PASS PAS9 PASS PASS PASS 0.064 0.062 0,00 0.m 5.86 0.000.m7 PASS Member Stress Ghecks...Slrera Cheekr per AISC 3ûlþ10 t I'IDS 2l¡l¡ llor, Shs¡r Stmer Ratloc Lo¿d Comblndlon latlo $latm Ðkt lil) 9ec{sn Labsl tlax. Axlal + Eendlng Strore Ratlos Load Comblnatlon Ratlo Stalu¡ Dlstûlrterl¡lill¡mbar Lab€l Odisea LLG P.O, Box 1809 Paonia, CO 81428 (e70) 5?7-9540 lucy@odlffianot,mn Prdect Tille: Engineer; Prqject lD: Project Descl: Printêd: ¡ JUL 2021 S:?9PM 2-D Frame Sôftrârs tNc, 'lþ , +-,'/tI9 ü b ll.6l lt ?/+ fr t\ ota N /r.$r r) 5 3 Odisea LLC P.O, Box 1809 Paonia, CO 814?8 (9i0) 527-s540 lucy@odiseanet.com Project Title: Engineer: Project lD: Projec{ Descr: Printçd' ? JUL ?021, 3:37PM 2-D Frame Sofrr¡Br tHc. Description; Entry Frarne - 5 Joints.., Jolnt Label Jolnt Coordlnatee 0,0 0.û 5,760 1 1.50 11.50 Member tolumn Beam Beâm Colilmn Menber Strass Chsck Data.., 16.000 7,004 7.004 't6,000 llsmber L¡bel Default Steel x ft 1 2 3 4 5 Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fix¿d Fixed 0.0 16.û 20,0 16,0 0.0 Fixed Fixed 16,û00 7.004 7,004 16.000 Slenderneæ F¡cton K:z K:y 1.m 1.S 1.ffi 1.00 Fixed û,ô5 1.00 1.00 1,00 Fixed Fixed Fked Fixed Fixed Fixed Fixed Fixed Fixed lixed fixsd Fixed Fixed Fixed Fixed Fixcd 0 0 0 0 0 Members... Labsl A B c U 2 3 4 5 1 I 3 4 A B c Þ 16.000 7.004 7.M4 16.000 lntemal lntemal 1.000 1.00û lntrmal l¡tenal 1.000 1,0û0 Matcrials... 1,00 2S.0m.m 0,000000 0.000007 1,00 5û.00 Z Rotatlonal ße¡tralnt Jolnt T¡mp CfEO F Y Tr¡nslat¡onal RêstralntX T¡an¡laüonal Reskaint I End J Endt zProperty Label Length ff Êndpolnt JolntclJolnt JJolnt AISC Sondlng û Stabllþ Fac{onCm Cb Mrmber Labol Unbraced Lengtht Lr*:z ft Lu:y Thermel in/degr Yleld ksi Youngr ki IÞnalS ksf 0,000 0,490 f] û35 TiJood Matsrial Data,.. 1000psi- Ft* 1000, Fc'400psi- EBerldXX* 1800ksi, E BendMlttXX= Spe¡ies=, Grade. Any, Clast- Sections.. HSS10x'10x3/16 HSS14xßxSB Jaint Loadg.... 3 4 Default Stesl Stæ1 Arp¡ 1.0 6.76CI inÁ2 13,20 inÂ2 û,0 in 10.0 in 14.0 in 1.0 inÀ4 kx 0,0 in 10.0 in 6.0 in 1.0 Column Beam 1t8,0 in¡4 108,t inA4 317.0 inÂ4 84,10 inÀ4 ilÌri*: L*;¡rl:; l***i*el 'Gi*ii¿:l Y' ;*1 el*ç¡rli:;¡lxi ¡n 'T" riiit:c[i¿;¡l $elsmlc GlobalY GlobalY tl¿åd 30.7û 10.879 Llve LIYe k l¿ Mateil¡lPnp Label ûroup Tag Load 0læctlonJolnt Label Member Siskibutçd Loads..,.l,*¿dc {åbai*d "ülui:ai \"" acl d*t;nç¡¿inl { Load lllagnltude Llve $now Selamlc VtllndDead RoofLlve ktfr fr Load Extents Start End Load Ðlreçtion llembsr L¡bçl Global 5.750 End Mas: 0.040 0.150 Earth k/ft Odisea LLC P.O. Box 1809 Paonie, CO 81428 (970) 527,9ö40 lucy@odiseanet,ccm Project Title: Engineer: Projeci tD: Projecl Descr: Printed: 7 JUL 20?L 3:37PM HF: nRK.eCO 2*D Frame Load Combinations Load Combinallon Ðescdpllon +D+L+ll +Ð+t¡+ll +0.h9¿H +D+0.7601r{0,7501r+l +Ð*0.7501"0.750${.1-{ 4Ð+0.60W+l +0+0,70E+H +O*0.7501140.7501-t0,450W+H +0*0,7501¡0.7505{û.450W+f I '+Ð+0,7501+0.750S4t.5?508+H +0,000{0.60W*8,60H *0,ô0D*0.70Ë+0,60H +D+l*H +0+Lr*H +D*$+H +D+0.750Lr*0.7501+H +D+0.7501*0"750$+H +D*0.60W+H +Þ*0.708+H +D+{.7501r+Û.750110.4S0W+H +0+t.7501+0.7509$.450W+H +D+0.7501*0.750S+0.52508*H c I GlobalY .ì5.50 50 0,0.0: $lartMag 750: End l¡lag 0.040 0.040 0.2*Sd¡*Iþad Selrmlc kft klfr tBc 201.t Roof Llve Llve $now Wnd Seimlc Rho Eårth 1.0 1,0I 1.25 1.15 1.2 1.15 1.6 0.9 1.6 1.6 1,15 1,û 0.9 1 1 1 1 1 1 1 1,0 Dord 1"0 0.750 1.0 0.750 0.750 0.7$0 0.750 t.75û .0 ,0 ,0 .0 .0 ,0 ,0 0.75û û.7$û 1.0 1.0 1.0 1,0 1,0 1.0 1,0 1,0 r.0 't,0 '1"0 0.6CI û.60 0.70 0.70 0,60 0.60 't,0 ,0 .0 .0 .0 ,0 .0 .0 .0 .0 .0 0.450 0.4s0 1.0 0,60 0.60 0.750 0.750 0,6250 Roof Llve Llve Snow lñll¡d $el¡mic .0 .0 ,u n .û .û .û ,t .0 1.0 1.0 0.75û 0,750 0,?50 0.7å0 0.750 0,750 0.750 '¡,0 0.750 0,7s0 0.750 1.0 0"450 0.450 1.0 0,525û 1,0 Êartlt 1,0 1.0 0.70 0.60 0.60{0.600+0.60W+0,60H +0,S0D+0,70Ë+0.60H 0.60 0,80 1.0 0.60 0.600.70 0 Onlv Lr Onlv L Onlv S tnlv lV Onlv E 0nlv H Only 1.0 1.0 Reacticn Load Conbinationt lBt 2015 Lo¡d Combinatlon Detcdp1ion Odisea LLO P.0,8ox 1ð09 Paonia, Cû 81428 {970) 527-9540 lucy@odiseanet.com Project Title: Engineer; Project lD: Project Descr: pfintedr ? JUL ?o?1, 3:37PM 2-D Frame tNc.Büild:'t2.20,8.21 Deflsctisn Load Csmbinalions rBc 2015 Roof Llve $ve $now Ulflnd S¡l¡mlc ErrihDead Lo¡d Gomblnatlon Deacdpüor {Ð+L{fi +[l'tlr+ll +Ð+S+H +D+0,7501140.7501+ll +0+0.7501{0.750$+fl +Ð+0.S0W+H +0*0.70Ë+H +0+0,7501r+û.7$01+0.450W+H +Ð+0.7501+0.750S{0.450W*il +.0+0.7501+0.750S40.5250Ë+H +0,û0D*0.60W{0.60H +0,60D+0.708+0.6ûH D 0nly Lr Onlv LCInlvI Onlv 't,0 1.0 1,0 1.0 1,0 1.0 1.0 1,0 1.0 1.0 1.0 0.60 û.60 1.0 1.4 1.0 s.750 0.75û 0.750 0.750 0,750 0.750 0,750 1.0 1.0 0.7sû 0,75t 0.750 1,0 t,s2$0 1,û "0 ,0 ,û ,0 .0 ,0 ,0 ,0 ,0 ,0 0.û0 0.70 0.70 0.60 0.45t 0.4ıû 0,00 1.0 1,0 WOnlv Ë Onlv H Onlv 1.0 Extrsma Jcint Jolnt Labsl *nly L*a* e *nrblnafi,:n* çivirtg rtulxitn*t* v*iuec cre ii*l*¡! i¡14¡, lr¡l ¡r l M¿x tl jr Èr4,lr '\'i,ti lllâ¡ irl i¡ I I'\/li¡ fu1i¡t Extreme Joint Reactions Jolnt labsl DlsplacemenÞ z Radians $ ûtly 0.0 .000089CI*Ð+S S 0nly Y in x in $ OnlY 0.0 +0+S -0.003893 S Only -0.09829 +S+S 0.01849 DOnly -0.000148 Stnly 0.1277 +Ð+S 0.00s701 S O¡lY 0,0 *D+S 0.û S orly -0.000920 S Oiry -0.01620 +D+$ -0.0û6409 S 0nlY -o.1877 +0+S -û.000760 S 0nly -0.02666 +S+S 0.0 S 0nlY CI.0 +D*S -0.00û117 3 Only -0.003258 +D+S 0,0 $ 0nly -.0000770 Ð&lY 0.003104 +ÞrS 0.0CI0118 $ OnlY -.0s00880 S 0nly +Þ+S t ¿ ¿ J 3 q 4 5 5 -0.002550 +O*S z, k.fr *rrly L*arÌ fg¡nll¡inati*nç givi*g *nxinrurr¡ v¡ti**s ar* litt*tj x k Y k fulcx tuli¡'r !l*x ili¡ ¿ *DrS 0.03499 S Only 0.s397 S 0nly Odisea LLC P,O. Box f809 Paonia, CO 814å8 {970) 527,e$40 lucy@odìseanetcom Project Title: Engineer: Project lÞ: Frojecl Ðescr: pfñ¡édì 7JUL20?1, 3:37PM 2-D Frame Ëxtrsme Joint Reaetions Jolnt Label l,{¡x lvli¡t fulax l\4 i ¡l fu,{¿¡x I'¿1ln 0rrly Laad Ccrnbinalio*ç giving nrtlirl*r* val¡l**;lre list*t{ Joint x k z k-ft Y fi 4 5 -0.03499 S 0nly -0.9608 "D+S 27.224 +0r$ 0.7853 S 0alY Extrame ffember Ënd Forces {lniy Laad llon¡l¡1**ti*l¡s ç¡iv!rr* ¡¡¡nxirnt¡¡r¡ vslt¡sr¡ *i* littc¡l -0.s55s +0.t00 8,887 {î,60Þ A ller A l,{vt B l,{ax B !,4í¡¡ c Itlax c D &f¡:; D ,{¡1n Max Min Max Min Max Min l,Áax MIn +D+$ 9,36û r0.600 1t,234 +Dr$ 5,801 t0^60Ð 9.514 0 0nlY 5.708 +0,600 27.224 +Þ¡9 15.863 "0,€00 €.6ûÐ -0.9608 +ÞS 0,0 DOnly 0.0 +SrS -72,188 +Ð+S 15.372rlrS 8.t87 +0.600 -16.S40 +Ðrç -6.723 "0.60n -s.610 +fÞS -5.787 {0,60Ê -10.123 +0+G -15.863 +0.S00 +0+S 0.5555 *0,ð00 -7.263 i0,ü00 -12.133 *0+S 12.869 +D+$ 7.U6 .0.ô00 *0.60û -15.372 *Û¡S 72,188 +D+S 42.24ã i0.60t "8.887 *0.600 -16.372 13.029 +0+S 7,367 +0'60Ð -7.233 +0.60Ð -12,055 D 0nlY 0.0008 +O+S 0.5555 r0.900 15.372 +D+8 -42.248 r0.60û -27.224 *S+S -0.9608 *0+S +D+S 0.0 ¡D+0.7503 0.0 0 only ilrly t-îa¡ ïo vãlrt{}* i:ir* li$te{:çxtrerftê M*mber Fcrces llmbr L¿bel A A I Ê, c c D D Axial Dist from 'l' Joint 0.0 +tl. S0l.¡ ti]*$ ¡r?$ð$ +JJ+S ¡ü.ô$å +ü*$ {0,6åt t'üf S -16.540k -5.723k -10.234k -5.708k -10,123k -15,ð63k -27.224k 0,0 fr 5.861 fr 0.0 ft 0,0 ft 5.861 ft û,û fr 0.0 fr 15.37? k.ft 0.1814 k-ft 15.372 k,ft -72.f86 k-ft 16.372 k-ft -72.188 kJr 15.372 k,fl û.1814k-fr 'r.{)ü* *ilrs rü¡S rll-r S rÕ¿.5 iSiS +Õ $SS 0.3265ft 0,0fl 7,004fr 7.004 fr 0,0fr 0,ûft 15.073fr {.9608 k 13.029 k 7,2 3k t,233 k -12.t69 k 0.9608 k 0.ss55 k iü.ðû* l lln.ç rl]+S , ri lifil t +$.ð$t lillS e¡]sS ní).ðû¡l 0,0 ft 0.0 fi 5.861 fr CI.o fr 5.861 11 0.0 fr 0.0 fr h k Shear Dist irom'1" JointDist from 'l' JointMoment Shêâr k llomEnt k-ft Axlat k llloment k-fiMomber L¡bel ShearArial l¿k "l End Force¡ CIdisea LLG P,O, Box 1809 Paonia, CO 81428 {970} 527-954$ lucy@odiseanet,oom Projecl Tille: Engineer: Projec{ lD: Project Descr: Prinred: 7 JUL?021" 3:37FM 2-D Frame tNc,8ûi|d12.20.8.24 Membsr Slress Chscke... Column Bearn Bsarfl Column Stß*r Check¡Arsc 300.r$ & ilts 2018 16.0û 7.00 0.00 0.m 4.425 0.51t 0.518 0,s32 +0'xS ÌDrS +D+S +Ð$ +û+$ +S¡$ B c Þ 0.016 0.080 PASSpass 0,00 0,00 5.86 0.00 PASS PASS pAss PASS PASS 0.079 0.0f 6 Lo¡d Comblnatlon R¡tlo Ratlo¡ Shtu¡ Olsl Secüon il¡ted¡l + Ratlo Sþtu¡ DlstLoad Gomblnatlon Måx,filtmber Labsl Odlsea LLC P,O, 3¡x 1809 Paonia, t0 8l¡l?8 {970} 527-954û hc1@odiseanot,æm Project Tílle: Engineer: ProjsËt lD: ProJec{ DEser: Print6d: 7 JUL 2û21, 3:37PM 2-D Frarne L¡c. # lro n ,!trt v ? ll .5 lla I0?t {q oto 5 tl'5-10 N 1 I