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Home My WebLink AboutStructural Calcs:.:: th f ;ì,'il- ¡:. :. 1 til:{ i { ;lc.;\l ¡:.\{ iii ..l:.1.ì,1 :r.l{, :iti',. r',ì t:11. ¡ :r:r.. {,i ii 'r. ¡ PROJËCT:#ra* #*p*n', Ë¡ttc t+ STRUCTU RAL CALCU TATIONS L, - P*,q**- 2 CTIENT: LOCATION:44 t +{-r**t Arpu-u \prus Gagf' euh C"¿rr*"rt-l r Câ ilL Lucille L. H u nter, P.E. Digitally signed by Lucille L. Hunter, P.E. Date:2022.09.26 17:17:20 -06'00' ATT.FNTION: This engineer is not responsible for on site inspection to essure compliance with the materials or workmanship specified herein. This engineer is not responsible for any changes in the plans or specifications unless approval is authorized in writing by thís engineer. Workmanship is to be of the highest quality and In all cases to follow accepted construction practice, the lnternational Building Code, and local building department standards. Please review all plans and specifications prior to construction. f JOB #: ß#oq7 ODISEA LLC engineeririg planning ,4**ilfl Ê.-4 .4 .lLirra fibcg.c<{.,Ð-\qll lhr,d ¡{:p**¡ -Larv¿: design , Gne-f-,t:Lrs (*u^rt-¡ , {<} * ß € , gol 5 ¡- &-øga Ç= /, o ,' , $, ,*qb" N /- /ÐV, ttøJ.* l+ure-n ' þ* 3!.5' ttxp ( Sr:C_ (- -* Pl = î7,2 ¡qr -| P* = VS p# // 5u arrt bJ,, ru 5 äs = (' , s3q l; = /, sgs: ÕL.t=rL¡ pu."'S*r ,rQte ,3&" fvsæ 7*tt f,¡-¡'{L*r#u tert Ën (rr NEiã¿ t^lct /¡tvçsr t ç¡?n ¿s,t{ ,&y t11* ',Trtowp3¿,6"¡ , b¡r4¡ Tlzf z z i ''+'tf 77 or-,¿oe - Êxe.r, vfri 6N ,tuuot^!, Sc¡¡L ffi*t $, s¡:* Pæ /{ç" tu,n, ryLl Ia,/ràTFl,, 34' þlj^t tr¿t*,t: >þ Ft¡U-oUl ñ"2-t- F,x:{c: n4 r-{ tst\¿g,rfi-! r:'ÀJ 3 rc GT eA,¿:æT.- r* {l*a,t ft4ça 3 ',ÜPtuæ {2 i,',lt lfla'b *f€¿¿+.&¿.r\ : .!, ?,g n t t+T= (åor s r ?{) (,*\= /*z€t lr7{ç' ba"Ô\N ¡{= lì, îs1*.tr Ê- {ø57S ¡ts æ*5t"3* lÐb /t/t^"} 1/ tr>lslq * ll'/+ LvL €'{¿ /¡l lslv x Q'lz e*-} j** = +! n t tff:lp.;uç, "t\ /,u) " 4otlt tztr{} !44.* etnsûxf'tr Ê=.3bm¡Th- Ëf" 13,%'1ùu ({t\2xlz r5r rFzÞ -.t C trtqf llÅpto¿'æ¿ L**rn- Ê*"* i ¡an¿'\ {Êu *>ri{:*} ?tt Gt*'*<rË, , U = iSñ#'r {Z' ?St.þ EI= /al y /Òb , r '{ ls¡"x7'/+ {o,u\Lttl* cæ Zx tZ èñ*Z- ø e4' o.r'\b P.*cro{ Brt^tu: -f*^*= tz FT- t ttr= /¡srs-} fs)1¿.S >= {Êl$ ,- /44 ='ll ,,/ I5'þFT' p = 57*S** E* *5rg { lDLo /(txle òF 1È I * s'1, v9 tt& q¿- 1¡ 6rrü f*,,.¡\ ï} 210 GR.{ND ¡\\¡ENUË,/ lt.{ONl'\ / CO / 81428 97 0.527 .95 40 * 1ù(/\(/\V.()DISli^N¡ E't., COM @ l{oodWorks* tarp!*^Ìf torwfi uurt COTPåûIY Odtl.¡ ILC P.O. 8o'( 1!OS P.glþ, CO8t428(s/0)ı¿rgE Ssp.2r,2022 10:90 PnorEcl RA¡.ICTI iIGRS HOU$E ÞORCH ¡IF EEAM Dcrlgn Chock C¡lcul¡tlon Shaot WoÕdwðrk¡ S¡¡rr æt9 {Updrr6 4) Load¡; Leåd lype D:,rlríbutlën Pât-Lger ¿1onËt*i¡lfrl Èðd l{ågÈlrud€Stâr¡ Ðnrt lunlt rg SÞl l-Mldht taaç Snoq t'6âal frtsgu¡¿. lrlångßl^as ¡'L¡ 1I lml' 3"C2 :1,02 Its¿¡ kll0.0 52É.0q1 llaxlmurn Reecllonr {lb*}, tsa¡rlng Cepacltlrr flbt) end Bearlng Lerytthr {ln} : fi'4.7f Unfåcìo¡€dr t€ðd Snos fÀctô!åd¡f0talBe¡rlrl; cåpa€1ft¡éæ Suppsrt DÊs ratlo geâm 5üpÞort tûåd corþ Lgngth ¡,ltn ¡sqrd cb cb ñtÊcb 6!¡ppÈrt Êco Jilo 3t8 963 å55 t925 1¡?O ?{}0 I3TT r214 0 .92 1 ,00 l2 52.¡l.Õt 1 ,00 1.11 625 2698 2490 4.92 1 .00 t? i .03 03'I I .00 1 ,001,tl6t4 LVL nfly, l.8q 2g00Fb' 14r4"x0.114"' 2-ply (t.tl2"x9-11'l''l Supporþ; All - Î¡nìbtt-soi t fln. O.Flr-L l{o.2 fots! l.ñ!ûh: 11'{.75"; Clest sprn: lO-11.25Ì Vo¡lfn8.2.5 q¡.n LáLfrl .r4poît lop ¡ lt rrpporir, bollom = ¡l supportq Iül1 r.oüon pA88Eg &r dúl9n cod. 6br€1. v¡. Alloweblô Stror¡ ¡nd Dolloctlon ilot 201ü ; fv' ' za]for - 26û0$,t1 s Lt36A ô cÃ - a.ttdö p3r p6i ln rvl!v'? v,J¿fblFb'- û,44 0.5? Õ.55 5neår EÈnding {+ Il,ivê Dåt!rn îôtÃl öêfì¡n ¡v fb 3tı- . t2?3* Llá24 - L/{ 36 Addlt¡onrl Þrter tÀCÍOÊsr f /E {ps å6S tI ?û 1,00 el¿i,t0 ]. ,0û I .0û ¡. ,0û 1.OO CL 0,s65 Cfs tt - t.8ô :: cfrt ci Lcl1.00 - 2r,00 - 2 r ,00t,00 - 2 l. rû - å FÕr rcF +t6Ð0 ?5û t 436 1..8 nf lll,sñ Êhiny' ô,9å ell!,ion Cu6t6Þ dr.rrÁtlo¡ tãctôr fér Snov loåd - 1.0û CRITIçAL IOAO COMS¡NATIONS: Shear i Beadinf li I : 0ef,lact1ûn: ,c Ë2tc f?tc !? LC t2 sÐ*D*tt *S { ! t?è} ¡tÐle 1 IBâÈrtng : Suppo¡t I * tC f2 *$ r 5 5ÉPport¡-tef3-r¡ÌS 0-deåd s-ınÇwÀtl LCrs are 1l3ièd in thê Anà3y3å6 ðutput Loôd soeblnâtionsr AsÞ gð*:c ¡roq ÀsCS ?-¡6 ?.4 / I8e 2ô¡8 1605.3^! CALCUIáTIOI'IS: V ñåf . 2{90, v dèsign = 1980 .lb€, l,ll+l e 5?93 rbs-ft ,¡y - ¿ô?.?g 1b-iô;3lply Àp|}ðrsst Ê ôPFroslrútq¿ Èhê ÒfÈèer êf ehaar dalls¿t:ot "f,j.vè" detlect¡on 1å duê tð ålt non-dBåd ¡øds llÀvê, wlnd' 8tér'.'1 îËeål deflèctlon . 1,9 deôd + '¡Iva¡!aîÊrå! 8t!bi1lty{¡i ¡ tu . l¡r LG â 2Or-?'9t'f.b - 13.5; b . fùll ßen¡r€¡ width ODISE.À LLC erigireeting planning l/rpotz &"*../o: {'tr {¿- 51sgþ LVL \\/{ t 3} ¡-3l4 x t4 7 CI {\^/ lß x 4to >r design Datg- tlpptse ñ,'r:r-.=I"eEl: j^*= l;y',s tr t É l,o*+") /r) * ttÐ ftf " ' la='* sn ÍL#'tr Q* lzs * æ !74 xlùb (4*uo-r} l-L ,i# ú*o* úorqù {W s) =- ZrS p r-F \14+s:ttæ åao! vttb P= +{-ã&* tÅ.=7r*^f /s) * i=oo Þ3 lb"2b lp" bæ¿ 5rÉ. ,,€røg 'l fu*¡ J*"v= 7 s ff ¡ ff = f;inx ù;::* *o I = r,Bs ff t Lü*ry = få;Ë'Iç)irx* ro þ,x-,'J;x" *-""K7s14 * 6*å'í 4)tê t'(;iå+ 210 CRAND ¡\VENUË I fi{ONr'\ / C0 / 814?8 970.527.9540 Ù WWIù(I.()D¡SL1ÂNE-f,COM Project Tille: Engineer: Project lD: Project Descr: :Steel Beam t¡æ :"rmÈüæA¿;gùìld20 t2.tt1-7---ððtiðtlÈö DESCRIPTION: RANCH MGRS HOUSË UPPER FLOOR BÊAM cQpE 8Efg8ä¿t€ê _ Calculalions perAl$C 380..16, IBC 2018, GBC 2019, ASCE 7-tô Load Combination Set : IBC 2015 Material Properties Analysis Mathod Allowable Slrcngth Design Beam Ersc¡ng: Beam is Fully Braced against latêrål-lorsional buckling Bsndirq Aü¡s; lvlaJorAxis Bending Fy: Ste€l Yiêld E: Modufu¡ r 50.0 ksi 29,00û.0 kôi f. ''---.¡ò wlex4g Spûn = 28.O lt Loads Service loads ent€red. Load fas'tors will be applied for calculations. Beam sslf weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D ; 5.438 k @ 12.750fl Uniform Load ; D = 1.560, S = 0.225Û k/fi, TributâryWidlh ='l.Oft OËS'G'V SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied MnlOmÊga:Allowable Load Combination Span # where meximum occurg Maximum Deflection Max Ðownward Transient Þeflec,tion Max Upward Translent Deflection Max Downward lolal DeflecÉion Max Upward Totâl Dstlect¡oß Sverall ilaximum Deflections û.934: 1 WlBx46 211.284k-1t 22ô.297\çn +D+S Mâximurn Shear Stress Ratio = Section used for this span Vâ: Applied Vrtomsga; Alloweble Load Combinetion Locâtion of maximum on span Span f whsre maximum occurs @ S.z'l;t : 1 Wl8x¡16 27.552 k 130.320 k +D+S 0,000 fr SPan # ISpao # I 0.151 in Ratio= 0.000 in Ratio = 1.408 in Ratio = 0.00û in ßatio = Spân:1:SOnly Span:'l : +D+S 2,21ä U ?3S >o360 <3ô0 >=180 <180 Load Combination*+ilS----'- - - SP"n Max. "-" DÊfl Location in $pan Loãd Comb¡nat¡on Max. "+" Defl Location in Span 1.4077 14.0t0 0.0000 Values in KIPS 0.000 Vertical Reaetions Support notâl¡on ; Far lefr is #' Loed Gombinat¡on 1 Suppotl2 Overall MlNimum D Only +D+S +D+0.7503 +0"ô0D S Only ZI,ëJ¿ 3.150 24.892 27.952 27.1ô4 14.881 3.150 2t.4bti 3.150 24.318 27.4æ 26.079 14.590 3.150 2'' COMPOSITE ÞECK GRADf 50 STEEL FRODUCÎ3¡3oluÌlolls -' 7''-* ?u ¡ i Optlonr Hång€r Tãb$ *5o¡'12n 35" Srctlon Propeftlc¡ 74Û.7 : ?5Ð5Ð.247 þ,254o.g29s 1.6 50 9860 l006050 14'76Ð t4960o.4932s ì9321 ß?'to.644o.645o.o59g 3.2 50 fle'c'.i n 'l'hrcknos:; Iirr r: h cs,] ¡incir'¡ per foclt \.-' (irrr. h I per foot i\.:,,/ o r n<. h lh¡r' lrcÍ i()f-'t t., ' i i rrr- Ír"l pcr it l,i , lrrrc.l"r') pt:r fl. (;.ì{J û h" I k:¡ ¡;cr tt Wr:iç¡irl (prf )fv1 il-rl AS|J(f)'1rr'.r¡ (-) llrç u2 t8 t.3t¡ o-98 o.290 o.993 ilût* Åll serti.rÌ.¡ p!{¡pfnic* ,ìl¡ri åSD llc.cur¡¡l strc¡gths ãÌß ¡;alcr¡l¡red ìn accordåïte rvith ÅNSl/SDI fiD-?01?, Al$l S}{$-?01:¿ í¡nd ,å1Sl 3!{10'?016. Shear and Web Cripplin8 q4 'rs32 4641 1507 ìa?5 Hrtr Jlllorvable Unlform Dovvnward Loadr, ASD {PSFI 779 nÌ320 t8 16 m2 2631 ì8Sr Wetr Cripplrrrq {rì./Õ}, lbrr/ft C)nâ Flilfirlc,, I oaclinç¡ [: rtci Hearirtc¡ j" Weir ( rrp¡:lrng iR..Â)Ì, lb:"/fl One f 1.,¡nrle l.o.rdtrìü i rìl ër r()r Bc,;irin<-¡ Ciìge 4 2 v,./o (l Þç/ft) 26 38 29 & ?5 50 66 26 29 58 '76 30 46 6A 35 41 54 12 49 9B 5l 8ì l2l 63 77 20r 79 ì3? i4'Ì Singlr 134 t03 t06358 23 ?o103Doublê 22 20 18 273 ?o¡ $l¿'r.1#ì,: I6 22 2þ 18 t6 2ît 116 ì?9'99.?8 20 TÊ t6 )a an 3440 59 47 69 44 5A 55 52 69 67 ?6 2Tl ?ë¿ç 5t 44 39 35? Trlplê 50 s 33i03 ?,54 '154 125 74 64 55 49 '133 tì2 95 82 71 63 l{otr¡ lryrssurrringclerrsprrtdrfiterì{i(xrs. .. wt! ..- -. w/? 97'tô3 ì61l9a?5r page I 3T COMPOSIT5 DËCK GÊAÞE 50 $TEEL Unlform Suporlmpo¡ed S¡rvtc¡ Load that Êsn¡¡¡ Ll24g Ërftrctlon { PSF, t 6 6 7 I 11 74 ?L4A 56B8 7llSlnElc2J2 20 r8 t6 /i2 20 t8 t6 22 20 ts ì9t 1283t4 t6 10t 20 Doublö 34 n 22 388 244 Triplc t66 1t ¡t8 llot¡ Gon¡trustlon ãpan Trbla - 2O p¡f Conrtrustlon Lotd T ¡l '14 o '¡t 10 t3 17 32 ll l3 17 40 17 2ll l5 21 30 27 34 48 2? 38 26 63 27 35 19 35 46 84 stf 46 62 63 49 63 68 90 115 161 21? 21 2tñ2r12ilsa 2xl2x2o Eå 2rdâd8o. 2xl2rl6.tt 2t112x2lls'a 2x¡2n0 E. 2xl2xl8 cã Adã.16 ca 2x:2xã¡ Ea ã(ü¡¡dOsa 2xl2xla Eä ãdãd6 cg 2xl2x22 sä zxlãeo Et 2xl2xl8 ga 2xl2r¡6 qa A(12x22 Ea 2xl2x2o oÉ 2xl2xl8 sa 6.00 {t=4.o0} 63 psF ãfl2x16 st ?r12x22g'a 2Ít?,fr9 sa 2xì2x18 ga 2x12xl6 g. -krl¡l 5l..rl,: Þepth Norr¡r¡rl V'.¡rtqht Cc;n<.1çtc {1zrS pi:f i Der:k ìy¡,rr- M.¡xir;¡urrr Uns,horctl (:le."lr ÍrÞi,Ìn l <.tr)air I span 'i ¡lñ 2¡12x22 sa 2x12¡¿û.¡ zxlzxl8 gr ãd2xl6 s¡ 2xl2r22 så 2xl2x20 0Ð 2xl2rl8 c6 2¡fl2x16 cÐ 2x12J,22f¡t âd2x2ogå 2x¡2x18 sâ 2xllxl6 oã 2x'12x2¿ s¡ 2nzraos. 2xl2xl8 qô 2xt2xl6 ae 2xl2x22 r¡. 2xü2x20 s. 2xl2xl8 sâ 2xl2xl5 o¡ 2xl2x22 ga 2xlzx?Osa 2xl2xl8 ûâ â(ì2x16 EÐ Tol.:l l,l;:¡b flr,:Pl l'r l.lght!!c'rcJlit Co¡rctc.:tt. (ì l5 ¡:cí) l*)c't-k Type M;;x¡¡;¡uni tJn..!-r.r¡rrrj CIe.rt I'pirn I :.p:;n 2 rp,rrr 3 4.OO 39 ÞÉF 4SO {t:?*5O} 45 PSF 5.00 {t=3,oü} 5r psF s.50 It=3"50) 5? pgF 6.50 (t=450| 69 PSF 1',- 11 9!ì 3 'lo,. 6 r2'- ã B.-S lo'- o 9'- 11 n l3L 8',- 4 8'- I a'- 3 I 7'- I ¡t 8'.',|'l lo'. 1û 12',- 4 6',- 6 7'.6 9 g-7 B',- 8 9'- 6 1t'- n 3 4.OO {t=2.OO, 3t psF 4.50 {t;Z5O} 35 PSF 5.OO (r-t.Ool 39 PsF 5.SO ftÊ3.50) 44pEF 6.OO 6'5O (t:4.501 53 pSF 8'-ö , E-s o t2'-9 lol to Ì2! 5 8',. ll 5 8',- I r\ l0 a'- 4 9'- 9 ]i" ? io 4 7 12L 4 't?'- 0 8!6 9L ¡I 12.. 6 a'-2 ìt'.4 g',-2 7'-7 ìo'- 9 1ì'- 7 o I'- 3 lll 2 13'- 9 ìoL ?'- il 9Ll 3 to,- io'-l2'- 'l¡L 4 14'- 2 7 8L9 lOL Û 12',4 o I 8r8 9L9 ll,- l'l å'- 3 8'-g',- s 9'- 5 ìl'- 6 tì' 8'-6'- 11 9',- ll'- (t34.0o) 48 psF 12'.- 4 ilotc CsM Prodocts & Solutlons, LLC rnetalcJecki ng'com page 2 2'IOIIFIOSITE ü3CK GRADË 50 ST€EL Compoelto Drsk-gtrb Allory¡blo Sup¡rlmpo¡rd Lord {AgDr, pgF 39 3AS ?80 243 213 29,6 2594539434A 5ï 400 4o4 350 3ü7 ¿tOA ¿rOA 4&35757 63 4ûo 400 4.æ 404 69 400 400 400 400 Wr,'¡.r¡t i¡:r:;f I 8É:!.i¡i¡ Ihr. krrr-.,9."/ t,,l {,lr)'0 {lnr hei,} 22ga Normatweight Concrete {145pcf,f'c = 3,OO0 psi) 2O ga Normatwelght Concrete (I45pcf, f'c = 3,OOO psl) 't48 tao 321 3t9 1484 4S 5.5 âc ü1 127 TI g7 104 't22 t40 78 134 154 4 5,5 65 18t 261 391 247 389 4 4.5 6 a2 139 r80 174 98 45 6 ì€6 64 144 ¿fa i 329 400 400 'l4T t9'l 400 i30 96 86132to6llB 16t 144 ¡30 117 þÊ l9t 172 155 ì40 126 lt5 ì63 147222't80200 255 n9 206 r86 ì69 258 233 2t1 ¡9¡2A7 iìli.: ir T hic h¡tc:l:' íi tr{:iìÊrs: r0'. (,, T'- {i il'{r t:r'(,L¿, ('lr'*'('.ì 25939393339296 359 5r5454AO4AO 400 : 37351400400 E7 400 40û 400 4o,0 4ÕO 400 400 : 40]t63 400 40069400400 W('rqhr Li' h It)' otl' ai .,},..)7t)1.65l¿¡l¡ I h¡c k¡rrl :;s ln<. ire tì9 108't62 I32146 r 1?8 160 145 ì32ì97 173 t5?234 ¿lt 190 245 222 20ì 183272 230 2093r228ì254 35r 31'l 285 260 236 't3 .o 14.' ûl1'.0 l?'-o t'ì' r;1"1'¡,.to'6'il.rb'l hir:k¡ress l¡rcl¡cs cSM Preducts & Solutlons. LLC metãldèckínE,cÕm page3 ?d COIIFOTIITE DSCI( GRADE 50 STEEL l8 ga NormatwelSht Concrete (145 pcf, f'c = 3'OOO psl) 16 ga Normatwelght Concrete (145 pcf, f? = 3'OOO psi) 4 4S 24',t 346 4oa lt¿ 162 245 236 4S 6 400 400 400 40Q 4AO 400 4æ 400 240 4 5.5 6 4 55 143155 349 34239400 400 4ÕO 400454go4ç 400 4t04ÕO4005ì @ 400574ælM Æ 4004Õ04c,063 40t)t&69 rrçg 400 1íl¿i: îirit kn¡::s ilr ¡c hcç) lÄ/e:re;lrt {r¡"r } .r,i)i.3' Í,Ì(l'07'{,fi' {)7',0 160 : ì46177195 ì216 t95 l?8263?37 215 231 211¿él ¿ÐÞ3T 269 2463622963n 308 2419Tt , 339400 343 318Æa342400 ilah I l':ickrtt-¡::; (inche:.) t.i clt É;ro'6 tl'f) 4OO : 4ûO400. 4AA39 400 40043400400 400 ' 4ao514OO i 4O0 400 400s74go4o0 400 1¡OO63 4()040069 400 4004Û,ô i 40Õ \ lç¡iclht (f:i;tl lo'-oit'6 9'.{.',_)'È,-1a'o'l -(t 'f -t,Çl¡rb I'hir:knc.ss IIì(. 202 185 169245n27n 224245328269297 266291389552 ì 320 339 3104ûû3?2400 4ôÕ , 400 3s53ê84ûû 4DÕ 400 400 4AA400 r-l'.o'l:l'. {)ro'f:'l.i',L-l I i'- (ì l?'-t,t_i'. Õ5l¡tr'Ittit:kne-.*s nc hr:s) CSM products & Solutlons, LLC metôldeck¡ng3om pêge 4 coilrPAI{Y OtræLLC P,O- 8d 180d Pqonh, COAI428 {s70}gã-99ro srp. 28, 2û22 09:30 RÀt\¡Cll tlGf,S HOUSE ÈÊCK¡Eåil PNOJ¡CÎ @ lüoodWorks* roffs¡m fst wfrú &f¿ô L{¿ad lyPs 0.1s¿rlbr¡1o¡r 9åt- ¡erh ¡scâÈ1ffi8t¡!t Èm ¡iå9n1tsde Êd l¡r1! rq æàq f1rtl a3L {lUrU rl _¡?¡rrTf Loads: Dcrign Check Ctlsulel¡on thüt WÞo{&itoç!(ô Sizsr æ19 {t pd6l6 {} filaxlmurn Rc¡ctlom {lb¡), ScarlrÐ C¡peclüæ {}b¡} rnd Beedn¡ lsqgthr {ln} : 28362t36 29362836 t.ûû 0,9? å1 0, rg 0.19 t .0ç ¡ .0s I .07 6?5 2836 291 5 öead ?otal Su¡¡pÐrtDs rttlo åeån Lêngth¡ilir rEqtd cb cb etr çb 3!iFpû r,ôr t).91*l 0.?9 c.19r,ô* ¡ ,0? èf,5 ?$36 ?91! t7â_79', Glulåm-thb¡l¡n., lrltÊ.t gp.cl.t, 2{F-V4 DF, 5-lr2'x9" Suppoü: Ail - nmbü.lon Baån\ D.F¡i-L No.2 Totål t.6n8ûh; 12€.81"; Cltår rp¡1: lt€.lf; Vôlr¡ñ3 ' ¡.3 q¡,fl.; 6 l.mlnat¡ôn¡, Sll2" måxiM *tuSh, L¡lt ol rsPPoft tç r d tuF4þrtt¡ tlollom:31 tuPpdlt; thl¡ ...{on PAS8E8 llrr d..lgn codå chft¡, IV' ç ¿Jq Fbr s 2138 î 6n r Llz¿î p3¡prl tr¡ lb/¡b, *0,6? 0,99 5neðr Båndlùq {i }Live ÞÉll,¡nThtål Dåfl 1* fb - À{25 neçligtbleit-d, , Lì242 vr. Allowrble 9tre¡¡ ¡nd Dsflactlon t{08 201t : Addltlonal O¡t¡: FAC?OA$¡ f/SIpsll CÞ Cl1 ct Ct Fv ¡ 265 0.9t ¡. û0 :,Ûê Pbra 24oo û,90 L0û ¡,t0 ê,99ç Fcp' 6åû - 1.40 I .ó0t.g rii11tÕÌï l'ilt t.0G ¡nlnyr 0,85 ni¡¡ieñ l.ÕÛ t.0Û cúsz6 düråtión faclor for SnâH træd * l.tÓ CRITICAL LOAD COIú8Ii¡AT¡ONS: Ë*de¿d A1¡ LCrr rre ¡iıtsd !s ih€ Ar¡å1ysls oB!Þut Loåd cóftbinâtfôns: ASt Èåélc f¡8 ÀScE ?-16 ?-{ / I8C ?01Ê 1605.¡'1 CALCUIAïONS; V h.x - !8?1, v desige . ?,168 llìsi ¡{(t} - È81é ¡þ3-fl alV - 5'¡¡.at t'-tn"trftvã" del:êctiôn tê due io å]l nsr¡-deåd tôads {llv€, qlnd, 5ñon-t îót¡l dËf,lèctiôr * 1,å dêåd + "¡lve" Lå!er¿1 3tsbl.lityl+¡r LË - ¡ã'-6'4{}" ¡,s ! 23r Rå E 9.1 1 1 ! 2 {tôrài } çn1y oñ1y tc LC LcrlI 1 ¡ cl¡t Nôtês Cvr l.q0,00 :ð0 år i¡ süp$ori SuÞpôrt *DÉt Þ 6Þly ü ónly-Lçi¡- r. ¡1 1.û0r,tû I .0û 1 .0ú1.ût sha¡¡ l Send:ng {+l r Þèflectlon:gsârlng t l¡ - ! ı*ly Dtrlgn Notc¡: are forn ttê ilOS SrÐplDtncnt. 2. 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À - LC 13-ô4 g {Pst¿êrn¡ 3Èlg{ttpo¡t2-lG12-t+€ t*ad È.!ñèrii¡lÈd lÀ th¿ À¡åly¡lt stÞut: ¡¡S,,t, Xr!+$ o! :{lr. -ñ Ftié¡n lo¡d l¡ lhl, lP¡F 1oæ! Àsû &rlc lroú ÅscE T-16 ¿.{ / Iæ å01å 16ô5'3.1 åp{nrprn êl! rgn-dssd l¿ûak tè¿'¿ê' Blnd. ¡Þf".' r'-é.i0¡ k ¡ ¡!'-1.38" ig - ¡.31 Lu b¡..d on füIl e!-9.û¡" 1è . ¡3'-1,38" Þ8 - 6.1¡ l,{ Þå?êd or fúl¡ E¡Y - li¡t'¿9 r,b-in"l "tfy.' ddltı4ÈlÐ lð dqË çq totå: dotlÊctidt - l.l da¡dh¡rr.t ¿r¡btl¡ry{r}, L!trrtôr*l !!âh1ì:ty{-: I Lü €i t{ì¡,0ô 2¡.ðó 31,ót 2 ¡.0ç¡,0n 3LOÈ 3 €f.i r, óe L0s ¡. ûo !.04 1,0ût.0l å¡¡ Èc¡ô ¡rã lg¿d t.¡tnrû! ¡þ6d çrÈt¡nr cÀLcullTtoil9:v Ðr . Ít6?,v dârllr - 5239 lÞrr Hi-rl r ltä31 ¡ht-ft, il{-J r 63196 ¡b.-f! 41 .loo t,00 Coó¡ (tBC :ùtø ¡r¡, t¡n t{.ileqt Þ.!¡gn ttcdth{q OlOs lotl), dñC âtØd! êlÉ D!!¡9¡ (^ð0). Þd{n v¿þ$ æ llffi er Ñæ ðup¡hNd' ¡or ,t.mûbñ!lr¡$ p.sürlør b6 oxlrndåi þ rhö 6lrd¡,! e¡¡ ôf 2 3prö þôm¡ úd b th! fu! LnÈÛ ôt qûl¡lerß üd d¡í ¡t¡6 Ët+"r* ntlçÊ's #{.'*gå L./*¿¿- \al,o,5 L**.> dd &,¡ {qs\{st.q } *1* ç}{zs,*) = 33 b{o4 *4 7*t 14t,{p r {+*\(st,E)+ {rt\(rs,v). v+s¡* b, úi") {2,,q) + {r,.} 1zç,{} = aa+Q # bL 3o?¿? * {ss *5+ *+¿,\ {pç,y}= 7*s1* Ë l;q) /s¡,'/ ) + 1,2\ /r: ,ri) = ,ss??È 3, = 5, = /s*\k,,r) * (t t+\ /r+,+) * 1*r\ kt ,a\ + (+*,s) 1¿E,+) * *aqr* J \ {su}{ z,,r\r ls+)/¡r..{) * I zq) /er. q1 + {+a\ {z*,"{) = 3+oaTk\.g )l ¿ oQ 13 r 1¿r\ /sr.t\ t lrq r , s\ /zç,+) = ll,, ßrg È 5 * {s ÕQ üt /nt\ {st.t\ + úqr. s\ (2g,,{)= tz, o+z* ASCE 7-10 MWERS Wlnd Loads: Chapter 28, Part 2 Enclosed simple diaphragm low-rise buildings havlng flat, gable, or hip roof Load Parameters from Ch.26: Basic wind speed, V Ultimate design wind speed, V Exposure Category Factor, Kzt ing Geometry: Pitch Angle - exact Roof Angle - round Eave Height Length {parallel to ridge} {perpendicular to ridge} Mean Roof lleight - exact Mean Roof Height - round orizontal Net Pressures, ps30 orizontal Net Pressures, ps 9t 115 MPH c L Sec.26.5 Sec.26"7 Sec.26.8 Wall lnterior Zone c 18.8 25.4 Roof lnterior Zone D 12.9 17.4 Load Calculations from Ch. 28,Part2: nt Factor for Building eight and Exposure, ì. 6 26.6 3û.0 I 46 29 L2.6 25 6.0 1.3s Wall End Zone A 23.6 31.9 :t2 Degrees Degrees Fr. Fr. Ft. Fr. Ft. Ft. Roof End Zone B 16.1 2t.7 ODISEA tL{, engineering planning design ¿4rrY ,Q^e¡¡ tLu('s ,4",r* L,*run,u I r rllnlrrurì: \¡"i,lu nt \nJrrt-¿-S¡rem { eur) 3'3çç 23'5 l¿t3 H 3,of1: 35,0 e?2 [¡:û4.O ?3'5 351 {, oq Þ ßt.3 3+4 35,+ 3t?- 5ô. e, l55 5Ò, o &? 5.o Wl ?.q lsot ,5,q $3 Þ :53odL 4 /sò ffiä,/*,,4o/¿z\ zí's ' (q\ lrù (! -¡L /s) 2 ¿3òiilåtfl\zx5 zlz ( e,)o;;lif,f frx& sr ,å/ 4 /*ù "K,,ï#rr-,= Pr*r= 7so5* ltuug, .lq*to IroJ,*r,: òt"s R-rz 3rP t¡.,1{.O . S/ø'tb¡ tD" ø 4Ð'o,r, t't)v< P:l'. S¡¿-t- lè r {1.ìt"o, A-B'S ûù.13t ÕT- rþ /r4&u 7JU tì J14 L VJ'7 lì:l ,l ltcBr ,l ñ -Jl F t: ? ßt5 3 ìl' I 5 ( trì¡ -/ 3*. /rz) Vk1*& 7?A* ?10 cBANÞ r\\tBNUE / PÀON!å / CO / 8t¡128 9?0.517.9540'* t¡rwrí.ÕD¡s¡iÁNET.coM ODISEA tLC engineering planning design Dater- /o û ts E ¿-À(¿ : Ê*oc Ñ*'q : y4fr'5 raara{ C,r.rto.rr* ?rony Ênrn=aa : j* ,7trt þf {poo?g)fÐ, fig nI * 3'i¡## rT p " lt.içfr S= t?.Sx/ú /(¡lvla æl ttw) e z4 "â.r,Þ & tt* {êot7s\&'/rù=?5 It4- t*t#'tr {* slo* ny* 117x/Ðb /{* ,\ /å ¿F # z Ø ìb" á.c, \\ ',Rl /(,{2}lu/t ,r ll'J.{ &ry2- tl zla\ LvL c{R 5'/z* l2 er-üÞ I P,4aU &prr*a:j*Ç n,u-r /zo+ "€\ 1e = âss PLF Íîr{',* &bo¡Fs7{f.rr R, Sg+b+*¡ â'Ê S'lz X4, Ef:33JL'. Gu& lì tÐþ'( {or ¡ e.Â=u.f* {as+zs) lg,s\=å,s,s * {¿s7,S ,+3å ë/,*a æ *z /Ê'a >) L*us ißø.e: J*** 3* n t u'ï* {ss*rc] /e,s) :Jra,s+ l,s7. s tol* (rs**s\/t+'s\ ) Ab ^9 '{(wtto x5{) tW tçxry¿" >> h ?.7 * 437,5 þ l3tå' 5 210 çR.{NÞ Â1tËNUE / PÀONIA I CO / 81428 9?0.527.Ð540 + wwv/.clDlslìÂNE,'f"cÕM Project Title: Engineer; Projec't lÐ: Project Dêscr: ;;;",;;;;;;** - *-_ _ :]þ" Filc: tlAR FH ll.cc6 OEilE lil¡re'iWc-îÐm- DESCRIPTION: GARAGF JointE,.. Jolnt Libâl Jolnt Coordlîtt sXYfrfr ) Y Translrtlonal Rrgtrtlnt Zßoht¡ontl Rorûr¡lnt Jolnt Temp deS F-0- 0 0 0 0 I 2 3 4 5 0.0 0.0 11.75t) 23.5t¡ 23.50 0.0 10.0 't5.875 'to.o 0"0 FixEd Fired Fb<cd Firçd Members,. xL¡brl ltümbÊr Propdy Ltbql Column B¡am Bsem Column I Ënd J End v 2 {rg!19!Izx 2 3 4 ı f 2 3 4 A B c Ð r0.000 13.137 13,r97 10.000 Fb<ed Frxed Fb€d Fhed Fixgd Flxed Fixed F¡x€d Fixsd Fix6d Fl¡tcd Fùed Fixed Fixsd Fixsd Fixsd Fíxed Fixed Fixcd Fixsd Fixed Fixsd Fixed Fixsd X Tranrlatlonal Rütrålnt tlrmþü Length fr Endpo¡nt Jolntt I Jolnt J Jolnt fiãember Stress Gheck ûata... A B c D 13.137 13.137 10.000 t3.137 13.137 t0.000 1.00 1.00 1.00 lnlsmal lnt€mal ,.000 1.000 lntemal lntsmel 1.000 1.000 Slrndernæs Frctorc Klz Kry 0.65 1.00 1.00 1.00 Al$C Bendlng & Stablllty Factors Cm Cb ilembsr l¡bel Unbraccd Lsngth¡ Lu:z ¡ Lu:y tl¡mbsr Labol Youngt ksl 1,00 29,000.00 1,800.00 Dsn¡lty kcf Thermel in/degr 0.000000 0.000007 0.000000 Ylold ksl 1.00 50.00 0.00 E Bsnd 1800ks1, E Any, Class= DÞfåult St€êl Wood 0.000 0.490 0.035 wáoä [,rãGrixoäia-." Nol Dsf¡nsd,FbT. 1000ps1,000psi, 1800ka1, Fv= 1000psi, Ft= 1000, Fc= BsndM¡n XX= l800ksl, E Beny 1800ksi, E gendMin YYo E A¡<lal= 1800ksi, Specieso , HSSôx6x't/4 llSS10x6x1/4 Column Beam Stâel Steel Dåpth- -*-I.oln¡tã -" *"ô.ö¡ñ-- ****---ı3ll î'.itTnr4* i'Oin^4 5.24Ðlni'2 6.0 in 6.0 ln 28'60 in^4 28.80 in"4 7.1A h^2 10.0 ín 6.0 in 96.90 inÀ4 44.10 inÀ4 Joint Laade.... Joint Lebel Dlrrct¡on Y Globâl Y Global Y N:ilr.. l.iþ,_iS l:r¡,lJlr;¡j'Ü,ri¡-ì: ¡, \ .:ili :iiirr,'"¡,l:U rn "-Y ¡.i¡tu*ti*¡ii Dsad Roof Llvo Llve Snow Sdimlc 5,10 4"275 4.275 Wlnd €ãrth k k l( 3 2 4 lllember Dlstributed Loads...,l!*l*. i.**iis ipb*i*ij "ülaba! T" scl iis'¡¡¡lr.rÈ¡rj ¡rr " 1'" ei¡¡**ti*ri Loed *lagnltude Live Snow S¡lsmlcMsmbor Laþel Loåd Dlrsct¡on Stårt End It Dê¡d Roofllvo 1T k& k/ñ tdfr End Mag Stårt Mag End Mag 0.40 0.40 0.40 c Global Y 1l Wlnd Project Titlê: Engineer: Projec,t lD: Projec{ Descr: 2D Frame-Etrl-@ DESGRIPTIOil: GARAGE CIFFltË BLÛG FRAME $trase/Strength Load Combinations --it"j;dF¡trrHAR-prli"æ-l - . -' **-GTËtrÊFËÃIc_Iñ¡ET{ETfr'T tBc 2016 , Load Comblnrtlon Drrcrlp{on i[+F -----** +D+L+H +D+Lr+H rD+s+H +O+0.750Lr+0.750L+H +D+0,750L+0.750S+H +D+0,60W+H +D+0.70E+l{ +O+0.750Lr+0.750L+0.450w+l'l +D+0. 750L+0,750s+0.4501¡r+tl +D+0.750L+0.750S+0.5260E+il +0.60D+0.60w+0.60H +0.60D+0.70E+0.60H 0.?5dr'D.ad Stltmic Roof Uvo Lotd gom$nauon Fâctorr Llv¡ Snow lMnd Sel¡mlccd 1 1.25 Ll5 1.25 1.r5 1.6 0.9 1.6 1.6 't"15 1.6 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 f.0 0.50 0.60 1.0 o.7il 0.750 0.750 0.60 0.450 0.450 0.60 ç.79 0.5250 0.70 1.0 1.0 0.750 0.750 0.750 0,7ã0 0.7ã0 0.750 0.750 i Rho ENrür i ¡ t.0 1.0 1.0 1.0 t.0 t.0 t.0 1.0 1.0 1.0 1.0 0,00 0.60 Reection Lo¡d Combinations Loed Gomblnatlon Deccrlptlon +D+L+H +D+Lr+H +D+8+H +O+0.7ö0Lr+0.750L+H +D+0.750L+0.750s+H +DèO.6OW+H +D+0.70E+H +O+0.750Lr+0.750L+0.460W+H +D+0.750L+0.750S+0.450W+H +D+0.760L+0. 750S+0.5250E+ll +0.60D+0.60w+0.60H +0.60D+0.708+0.60H Dc¡d t.0 1.0 1.0 't.0 1.0 1.0 1.0 1.0 1,0 1.0 0.ô0 0.90 1.0 Roof Llvs Llvc $nour Wnd Sel¡mlc 1.0 1.0 0.7$0 0.750 0.750 0.60 0.,15t 0.450 0.€0 0.70 1.0 't.0 1.0 1.0 0.750 0,7s0 0.750 0,750 1.0 0.7ı0 0.750 0.750 0.5250 0.70 tsc 2016 Earth 1.0 1.0 1.0 1,0 1.0 1.0 1.0 't.0 1.0 1.0 0.60 0.60 1.0 tãc ?0{ı Earlh 1.0 1.0 f.0 1.0 1.0 1.0 {.o t.0 1.0 1.0 0.60 0.60 D Only Lr Only L Only S Only WOnly E Only H Only 1"0 Deflection Load to¡nbinalions Load Gomblnttlon Dc¡crlptlon +D+L+H +D+LrèH +D+S+H +D+0.700LÍ+0,7S0L+H +D+0.750L+0.750S+H +D+0.80W+H +D+O,7OE+H +D+0.750Lr+0.750l+0.450lry+ll +D+0.7S0L+0,750S+0¡50W+H +Dro.750L+0.750S+0.52908+H +O.60D+0.60W+0.60H +0.60D+0,708+0.60H D Only Lr Only L Only s only W Only E Only Dsad Roof Llvç Llve Snsw Wlnd Sslsmic f.0 1.0 0.750 0.7ô0 0.750 0.60 0.6û o.ro 0.5250 0.70 1.0 1.0 1.0 1.0 1,0 1.0 1.O 1.0 1.0 0.750 0.750 0.754 0.750 1.0 0.750 0.750 0.750 0.450 0.450 1.0 0.60 0,60 .0 1.0 1.0 1.0 1.0 1.0 Projec't ïlle: Erpineen Projgcl lD: Projec{ Descn 2D Frame ¡lf *-: Knt{Étl¡ıı{.5uli¡iãı:t.ã17 DESCRIPTIOITI: GARAGE OFFICE BLDG FRAME H Only Extreme Jsint {irrty l-r:a* Co¡r-¡þinaii*¡¡s glv!*g *l*xin"ir¡r¡¡ val$es ¡re li*t*ij 0d¡€o8 LLç 1.0 , ,¡o¡ntt¡Ur¡ 1 l{1in Max {\,t,t1 ld¡i¡ lvl¡c M;tx fvlrrl Max f.r:in x ln zY ¡n Rådi¡ns 1 2 2 3 3 4 4 5 5 +0.æD 0.0 D Only .0.2555 +0,ô0D -0,4258 D Only 0.001588 D Only 0.000953 +0.6@ 0,4291 D OÉty 0.2575 +0.90O 0.0 D Only 0.0 +û.80D 0.o +0,û0D 0.0Dfry -0.005578 +0.00D .o.009297 O Orúy 4.5223 +0.60D -0.8705 Dølly {.005343 +0.60D -0.0û8905 D OrdY 0.0 +0.60D 0.0 O OrdY 0.0087s7 D Onþ q.006278 +0,300 {.004170 +0,80D -0.006950 D OnlY -.0000080 +0.80Ð -.0000140 D Only 0.006922 D Only 0.004153 +0.600 -0.005295 +0.000 .0.00882å DOnly ft *ly L.*¡r,l {'t¡¡,¡þt¡:;:tr i*rte 1¡ivir:g ntex i¡t¡¡¡i¡l valuÊaì a¡e li¡i¿*lExtreme Joint Reacticns Jolnt Lâbel x k fulax D Only Extreme Joint Reactions Y k z k-fl Y k z k-fr DOnV Jolnt LNÞcl Mirì 2 fd¡x l¡ti* 3 fulåx Mu: 4 itia¡ Mí* 5 -1.088 +0.40D -1.814 D OnÐ Mâx ldi¡¡ Extreme lTfiember End Forces llcmbcr Labo Axlal k x k.i¡iðð -**- +0,ô0D ünly l-rati *¿¡¡nl¡ilrali+¡¡s $¡vi¡ì.; niã¡{i!ììt¡:t't v:¡lt¡*$ are liçt*d rrlax¡ilìrlrì'ì våluës ãr* li$t¡Ìd +0.00D 11.277 D Only 8.766 +0.ô0D Shear lllomentk k-fr Axltl k $hear fi Momont k-fi Project Title: Engineer: Projecl lD: Projecl Descr: E¡iiñ:ãatãã.617 DESCRIPTIOITI: GARAGE OFFICE BLDG FRAME 'öðËþã-r{Õ*" A ¡'i4år A !y,J!1 B lf;¡-¡ B Mirt c tl',":i.\ c lvli¡i Þ lv!at: D lltii¡t 11.773 D Only 7.064 +0.60Þ 4.976I Only 2^985 +0.G0D 2.652 D OnÞ 1.591 +0.600 11.277 D Only 6.766 +t.BoD -1.088 +0.00Þ -1.8't4 O Only 5.895 D Only 3.537 +0.@D 4.7486 +0.600 -1.248 O only t "814 Ð Onfy 1.088 +0,600 0.0 +0.608 0.0 D Only 18"140 D Only '10.88¡t +0.309 -17.2æ +0.800 -28.7n D Only 18.r40 D Only 10.8&4 +0.å0D -7.04r +0.80D -11.773 O Only -1.724 +0.ô0D 4.874 Þ Only -2.852 +0.60D 4.784 D Only s.766 +0.60D -11.277 D Only 1,814 gOnly 1.088 +0.60D ^1.015 +0.ôûD -1.691 Þqìry 5.45! DOnly 3.271 +0.û0D -1"088 +0.8ûD -1.814 DOnly -10"8e4 +0.ô00 -18.140 û Only 28.7Tt OOnly 17.2æ +0.60D -10.884 +0.600 -18.14t Þ Only 0.0 D OnlY 0.0 +0.80D !1.:;:a¡.îitiil-: ï,¡:ì faFxtreme Memher Forces A A B B c c D Max Min Max Ã4in Max Min Max -11.773k -1.724R -4.976k -1.591 k 4.754k -6.766k Dist from "1" Joint --05fr +0.600 0.0 ñ D Only 11.796 fi +0.60D 0.0 fr Ð Qnty 0.0 fi +0.6tÞ 1 1"796 ñ D Only 0.0 fi +0.60D Moment A.2221kçfr 18.140k.fr .28.777k-Ã 18.140k-fr -28.77îk-fl 1S.140k-fl Ð Dist f¡om "1" Joint D Qnly 0.2041ft +0.60D 0.0fi Ð QnU 13.137ft Ð Qnly 't3.137ft D Only 0.0ft D Only Shear Dist from .l" Joinl +0,60D -1.814 k 0.0 ff D Anly 5.895 k 0.0 fr D Qnty 1.0!5 k 11.796 ñ +0.60D -0"7486 k 0.0 ñ +0.60D -5.451 k 11.796 ñ Ð Anly Extreme Member Forces Mmbr Label MIn Dist* -li:Zftk " - " '-'- "-'-" * __- 0þ fr D Only C,lrty I 0.0fr : 1.814 k 0.0 ñ Only : Ð Only '"'¡iliî:i¡ii-liìii;¡riaãnîîm iìt-tGtilËil¡¡r'¡àìiFi ¡ r+-ä¡i*r ftom "l" Joint Joint "ö.zèiifi - --l- .**..i.oËrn .r.uro -- ti.on Moment" Õ:ãti Ërr +0,60D Mgmber Strsts thecks... Scctlon Label illalerial Stre¡¡ Gheck¡ per AISC 380-lt & NDg 2018 + Bgndlng Lord Comb¡nal¡on Batio Statu¡ Dlst ft)Load Çomblnatlon ñatlo Slâtus Dlst {ft)''-'FÄi¡SLebol A B c D I Columni Beamj Beami Column D D o Only Only Only 0.498 9.497 0^6s3 PASS PASS PASS 13.14 Only Only Only D D D 0.076 PASS 0.000,070 PAss 11.800.041 PASS 0.00 0.00 0.00 lUlmb¡ Label PrcJec* Tillo: Enginaer: Proicd lD: Projca Dcccr: 2D Framc DE8CRFTIOII: GARAGE OFFICE BLDG FRAME FroJcrt Fffo: FlÂR Pll ll.cot t.âù¿ 15r. tÀc 8ôx ttıg Êt¿2t C¡AiÅG€ Of FICË SIOG SUOñÌ 8EA¡.1ê ?nalËcï @ WoodWorks*rð#¡"a ¡fñ tY0lrD ftj¡sfi ?tÞà &Yas 6J? Lord¡; Derlgn Check C.lculât¡on ghæt tiùôíwoíû sÈ.r ¿tlg (uDøo at ¡ù{, a991¿l¡5 ¡3r6 ¡û3517tr1 5ê6? aû¡5 û.ôô ¡.0ô á2 t. ¡8¡,t0.. 1,3{1.3{ 1,ô? ¿23 Crp¡êlìYke cb 1êr.l lnq: SuppolrlÞ¡ a¡rlc 9råÈ &ıd sûov knçth þn:!q'd C|, Ê1¡ ¡r1* ¡836 ¡.tü 0.13 t3f,t0' å.5q. 1. Ot ¡.0ûl,¿t6t5 tt¡dmún R.¡cllom (lb¡t, Beedñg C¡ptclth.lÞ¡) and Beülng Length {ln} aÐpo{t!Ð nön!ôf,-Mlalfiln b!3trÐ ü{.2t â'.f flqutÉd :nnbd{ofi, D.Flr-L {N}, ilo.!. 0¡(l {t-ir1'r7.'lr2. , Surpoir: All- Îlin¡ø.æfi 8atm, O F¡t L r{o2 fot.l lçrroih: !'é.?t, Clasr ttrn: als,tü. 1rl | 44'; Volw . l,D w.û,: Pod g lñh, L¡lml ruFpo't: l@. al tu990f1!, Þdtm . r $p9dtsi lilr scrþn tAatEl üÐ llllhm cod. chrslç tÞ.r$h' - 0.53fb3t8 40ç ft! 1?t Þ!tpái 0.15 . L/360t.22 - L/21t û,1¡ - L/i¡80 l¡i¡:¡ .12 ,1¡,t{ }lÀdlÂg{¡l(-l trla¡,19! llvr tê!â1 C¡ñfil, 11!è 0,02 0, ûa c.ô¡ { l./99çr l,/3tt ¿ Ll'Sþ vr. Allowåbte $tr93t åttd DêllEc-tlon TÒI': ill LCr! d¡c ¡lr¿d rÈ ÈhÊ Ànatyrf, oúiPuÈ !o!d Fôttrln6: t33J¡. X{t+t gr :'L!. -tno p¡tt6¡n loád ln tñ¡s t9àû iord aé6¡MÈ1on3: tr! Eerlë froñ ßE 1'16 ?.a I lsc ¿ct¡ l€Ö1. f '¡c LtûL Tto¡$¡:t-Ãt. ï3iä, v dÇirsù * lT43 tr+r }lt+ì * 16ú9 1b¡-ti, ¡at'¡ á ¡?l{ lþr-ft ¿rY ' ¿tl'36 ¡Þ-¡n"¿.Liq;" dâf:âctr,ân {r dqê tô sll ¡oñ-daôd ì¿ûdr {llt!. tln<l' ¡¡o*-., 1o!È1 a¡cliêelt6û - ¡.3 dt¡d * -1!e!" feÞ :åcroFs. j*Ì ! ftf Ircrlo¡t , ot0 .:on Àddltlonrl Dltâ: r.8q c! ¿Ifl Cl ¡,CÈ- r,./t 1.06 Z l,qç t.0û r'ÔÛ 3r.û4 ¡,0* 1,04 :- r.0s ¡.60- !.0ô ¡.ô0 1 ãçnd¡¡s B.ñddn9 t/¿ìp.tì s¡1$ 1,û*1¡5 1.ûÞ12t ¡.óC6¡t1,! ó¡¡1rèt l9r9¡Êr4: s.¡ lF¡t€.nr 6á; l¡iv{l ípr!ç*lni gr) ltolål) fl3-Sa5 fprstêln: Sll t:râ+s l, cÐ .1. ô0 LOô èù el cr cfu , l.l' !+3ð +$Ù¡sû¡$ ,æ l.â00 ¡,*1 1,Où0 t ,gå turtffi ds¡ãÈÂon l¡ctè¡ fol lnoe lòåd - 1.oü cÊll tcAL LoÀo coMSl¡tÂÍot{8: À.ê0 l.où lèla:Fg : SuÞFêlr 3ùÞF3!r Lç .2, LC ñ3Lt ,2 LC i3 ¡"c t¡ Not¡¡:Nögdlhs?ðta)fþdgt (ì65AF.clHþt qÍrì!Siløht¡gr {Áôs).zOr¡t,tccm l6t. ¿Pb¡s zrtmk dlt ol2 bù.tuE o{hrrüd tÞrG.r¡dnrÉld lo tlrt !øn baåñüsd þ¡{gth ol qf,t¡þrtßCt!ü¡Þ8t-a.,t l.lh.to1.tañnÈr$llr¡l Projec{ Tille: Engineer: Projed lD: Projed Oescr: ,Steel Beam ucr:r<n¡ı$¡¡m6¿. ãditd2ı-tzr,i" -Odgea'Lt0 DESCRIPTIOITI: GARAGE OFFIÇE BLDG LONG BEAMS CADE REFERENCES Calculatione perA|SC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinatisn Sel : l8C 2015 Material Properlies Analysis Mothod ¡Allowable Slrength Dcsígn Sesm Brådng ; Bêsm is Fully Sraced against lateral-torsional buckling Eendir¡g Axis : MajorAxls Bsnding Fy: Stecl Yield ; E: illodulus : 50.0 k8¡ 29,000,0 ksi W16x6O Spân É 3.O ft Loads ÐES'GIU SUI(IMARV Mar¡ilum Bending $lrsss Rât¡o 3 Section used for lhis aPan Ms :APPI¡ed Mn/Omega:Allowablo Load Combination Span # where maximum occurs Maximum Dellection Max Dowrnuard Transiont Deflec'{ion Max Upward Transienl Defleetion Max Dowr*vad Tolal DEflection Max Upward Total DÊflection Õverall Maximum Ðeflections Wr3x5O Spân - 24.O ft A Service loade entered. Load Factors will be applied for calculations" Beam self weight calculated and added to loading Loads on all spans,,. Uniform LðaU on ÅLL spans : D = 0.025û, S = 0.0750 ksf, Tributary Width = 17.50 ft 0.5,47: 1 Wî6x50 125.582k-fr 229.541k-fr +D+S Maximum Shear Stress Ratio = Ssc'tion used for thls span Ve : Appli€d Vn/Omega : Allowable Load Combination Locetiofl of maximum on Epan Span # where max¡mum occurs &.177 :1 Itl/16x50 21.938 k 123.880 k +D+S 3.000 fr Span # ISpan # 2 0.497 in Ratio = -0,191 in Ratio= 0.e81 in Ratio = -0.262 in Ratio = 579 .1/t 423 275 >=360 >=360 >=180 >=180 $pan: Span: Span: Span: 2i 2: 2: 2: S Only S Only +D+S +D+S Load Comb¡nat¡on $pan Max, 'r'Defl Location in Span Load Combinalion T*- -"*-"ni.oÕdtt -' ''---ô.î0ô *"" -" +D+s* 2 0.6810 12.096 $upport not?tian : Far leû is #' Max. "+" Dofl Location in Span +D+S Vertical Reactions Loed Support 1 sùpport 2 Support 3 -0.2620 0.0000 Values in KIPS *- o,Odo--- 0.000 ()venall MAÃrnum Overall MlNimum D Orily +Ð+S +D+0"750$ +0.80D $ Only 27.338 4.442 7.441 27.338 22.3& 4.442 19.934 î41.z,þ,t 3,455 5.759 21.263 17.387 3.455 15.5M ProJed Title: Engineer: Proiect lD: Proiecl Descr: Steel Beam-¡çP:gi¡çSfüi!ıêï. BuimãÕ.tã3:î?-Öô¡tse-¡ltÕ- - PrcjedFlle: llAR PH ll.ec6 l (c) EñËRCALc r¡Ic 1sïs.2d22 DESCRIPTION: GARAGE OFFICE BLDG LONG EEAMS B REFEREN'CFS Calculations perA|SC 360-lG, IBC 2018, CBCãOI9,ASCE 7-16 Load combination set: lBÇ 2015 Ifiaterial Propertias Analysie Method ¡Nlorablc Stænglh Dcgign Bêem Brec¡ng : Bsam ie Fully Braced against lateral-torsional buckling Bsnding Axis : MeJôrAxis Bending Fy r Sleel YÞld: E: Modulus: 50.0 kst 29,0@.0 ksi w16x50 Span = 3O.O lt å 4pp,lre4 _l-p¡!-q _ Beam self weight calculâted and added to loading Loads on all spans... Uniform Lòad {rn ALL spans : û = 0.0250, $ = 0.0750 ksf. Tributary Width = 8.50 ft Servlce loads enlerêd. Load Fadors will bo applied forcalculations. ÐES'G'Y SUMIdARY Maximum Bending Stress Ratio = Sectíon used for thls span Ma :Applied Mn/Ornega:Allowable Load Combination Span #where maximum oçcurg Maxirnum Dellection Max Downw¿rd Transient Dellection Max Upward Transient Doflection Max Downward Tot¡l Defledio¡ Max Upward Total Dstlèction Ovarall Maximum Defleetions e-441:1 Wl6x50 101.250k-ff 229.*1k-fr +D+S Maximum Shear Slress Ralio = Section used for this span Va : Applied Vn/Omega : AllowablE Load Combination Location of maximum on span Span #where maximum occurg û.109 : 1 W.lßx50 13.50 k 123.880 k +D+S 0.000 fi Spân # fSpan # 1 0.610 in Bâtio = 0.000 in Ratio = 0.862 in Ratio = 0.000 in Ratio = Span:'t:SOnly Spani I : +D+S 5å9 ü 418 0 >=360 <360 >*180 <180 Load Combination Span Mäx. "-" Defl Location in Span Load Combination - ô.d622 i5.d6Ëi Max.'"" Defl Locâtion in Span +D+S Vertical Reactians Load Combination &ãiillill\Xímum Overall MlNirnüm D Only +D+S +O+0.7505 +0,60D S Only Support notet¡on : Far lefr is #' 0.0000 Valuas ln KIPS 0.000 -- slppriîî--suppñït 13.500 2.363 3"938 13.500 11.109 2.363 9.563 2.363 3.S38 13.5o0 11.109 2.363 9.563 " ß.500 '16:504 "' 15.504 15,504 15.504 15.504 15,504 15.504 Des n0K ODISEÂ LLC engineering planning design Datcl- Èrbaur* I : , ' Jow' 9fri, tff /ps*zs)ls?s)= s&, r tt L*q ftf , /( f r> is/4 x fi,J4 tyl>> tfq= {tsn*u) (,qJ 47{* l'¡-vs fr-f, u/L-- #sôq¡r'tr l?- satrË* ffi= SJ x t>b 1( (p)'zvro bF *å z ìb ff t ttr {pç o?d) la*) = sso + tbso nf 'rT Q=¡ã rso* æ ltre */bb { "!hbÃ Å tt, tyL >> J=8,s fft tÍ:(asr?s)/rs)= ryst)+/35Õ PL'l¡:: l4tt= ,/t, p#þ'tr {= zå5ô* 6= r;r,,ü,(tÐb (ê/goì) I ¿{&) t 5/ç < tl E /a tu¿.>\ :' {sr/tfrt{r, 6-¡J *4*ry ,= þs*"s) {aa\ + {,"\ /,,) = Js¡ù pú {lç" tn/ *8'sù/tr)*s } Ídilr", 210 GRANÞ ÂVENUË / PÅON¡Å / CO I 81428 e?0.527,9540 * l¡r$gTü.()DIsIIÁN ET.C()M @ TYoodWorks* ffifBail ,ú* ør(.O #ttß* cottPÀt{YOr!!dltç F-O. Aı 1lx'9 Ps!ûl!, CO 6l¡a2ô otq $?'96,10 So9, ?3,2n4 lô:O? FROJECT GTRACE oFFtcÉ ELtlG hËÀOÊi xÊl Doslgn Chccl c.lcuhdon Shôol hlædwþr*r&f 20t9 tt rc!l.,l) Lord!: ÍaÞst lañ Itsxl'trum R.¡cton3 (lb.), Bg¡rlrig Caprcltlo¡ {lbt} tnd gúrltrg Lenglh. {l¡} 3a7-,a?l ,t 1å¡l{Õ {3ålt¡s ,t 38:t9!¡ 1,01 ê, €stt é.3{ 2.34 1.¡0 ¡.00 623 lqt.l t.rgth req'den eb cb çÞ óln 9!Frt BrâÉ þt1 ¡0f5 0,19 È.?cìl ô,3ú¡ 0, åri. r. óÒ 1,0û 1, 13ôti lr¡mþcr n-ply, D'ñh.L {Nt, No.1iNo.l, 2rt0, ¿'ply {3"¡0'l¡4'l Suppo{ï A,l . ñnú{.et AaÐ, O.F¡¡.! tlo.? Totgl târ$ù: t!t.l¡l"l clúr¡9sì t"l,!01 vdumo . Û.t d.11. lr¡þd spton: t?. ¿ sppoflJ, ¡onm. ¡À sppodr; Thlr tslþo ?AtgEg lìr dülgn cod. Êh.c¡' Andyrlt vr. /qllowâblc Slror¡ tnd Daloctlon t{Sg ¡olt . ¡r Þôr fiÈs 3.{,3,1 8rdl'1>lb/lþ' . Þ.71aa¡dlôç{+}tl$ Dôf:'!fb Add¡fonsl Dst¡! FÀcToRSr Y¡lp.llgvr 16{0,90 û. rÞ (|{ .û4 ,óû .00 ,00 c! 1.ùô 1.0* ì,0ı +,994 ei 1,0i 1.00r.0t 1,ûô r,s0 nçi ¡Ì 1 ¡ f!'f tåð 625FcF.¡.6 ß¡¡¡1ar ,58 etttlo¡Èn¡dr 0 l,cc :.4ü fulaoe drr¡¡lo4 fÀrto¡ tô! srô* loåd e 1.00 Cñ|T|CAL LOAO COiIBIi¡ATIONıìsh¿¡r rLcfl ¡üôn¡y aÊ¡dlnqt+t: Lc ll - 0 oñ¡f&flcclton: Lc lt . ô ¿,ôlY lcèt6¡)*¡¡Ânq : SupP¿lt t - l* Ë1 *Þ6nly ruFpolt?-itål-tê¡¡Y Þ'd¿adÀll Lc¡. qr+ ¡¡ttcd !ñ the turålyıl! ¿nèÞ!! kdd cáâbl¡âEtosr: S$ tà!¿ê {.ñ BCâ t_16 l.t / læ ?Ûtt cÀt cutÀTloNs:.J Ðr i t3t3. y dnô:gi¡ - â¿è5 ¡bi, H{.¡ r ?19! lb'-tE Ê¡f * ¡9¡.2â lb-itr'2/*ìrulrv¡' d!Élüca1ôÀ io d¡l to .ìÌ nor_dçåd l$3å {tle.' riûd' ?ò!À! d.al*.lêã r 1,S dt{€ ¡ rit!èn uiuiri etahrrtyt+:! k: 3'-ó.no' k n ?!-t':0' aB ' I r6û5.3. ¡ ,l¡ b - !!¡¡ F<dt¡ tld* sstrÐ A¡tmuo $me Dlr,gn {ASD). ôrCgî v¡tut3 m lm 0ç NÞE supdmflt. hr!àróls ûol rpdirlq ¡a {m6 f¡É daplh ttld ü[l lrcb F, g !û¡r,tt toÞroådd. t ltÉG Projec't Title: Engineer: Project lD: Projecl Descr: Steel Golumn -tiÕ?-aÍDfi Ê¡-i¡G4ffi irióiñ,2.6n Odr8ea LLU DESCRIPTION: GARAGË OFFICË BLDG COLUMNS Cod¿ References Projeci Fils HAR PH ll.ecÊ *{cJFliEÊeñfe iñe i Þ'ål"tıâã' Calculations perA|SC 36CI-16, l3C 2018, CBC 2019' ASCE 7-16 Load Combinations Ueed : IBC 2015 General lnformation Steel Section Name : HSS6x6xlJ4 Anafysis Method : Allowable Strength Stoel $tress Grade Fy: SteelYield 3ô'O ksi E ; Elastic Bending Modulus 29,@0.0 ksi Applied Loads Column self weight included :2?8"24Q lbs * Dead Load Fac'tor AXIAL LOADS,.. Axial Load at 12.0 ft, D = 34"80 k Overall Column Helght 12.0 fl Top & Sottom F¡xity Top & Eottom Pinned Brsæ condilion fordetlectlon {buckling) along colurnrs : X-X (width) axis : Unbraoed Lcngth for buckling ABOUT Y-Y Axis = 10 fr, K = 1.0 Yrf {depth) sxis : Unbracsd Longth lor buckling ABOUT X-X Axis = l0 û, K = 1.0 Servics loads enlered.Lcad Factors will be applied for calculaticn:. OES'GH SUI'JI/|,IIARY Bending & Shcar Check Ra¡ults PA$s fuax. Axial+Bending Strest Ralio = Load Combinalion Location of max.above bage At maximum location values are ' ' . Pa : Axial Pn / Omoga :Allow€blr Ma-x: Applied Mn-x/Omega:Allowable Ma'Y;APPlled Mn1 /Omega:AllûlYeble PA$S Max¡mum Shear Stress Ratir Load Combination Location of max,above base At maximum location velues are . Va: Applied Vn/Omega:Allowable Maximum Reactions Ax¡al Load Comb¡net¡on D Only +0.60D Extreme Reactions -" '' -*AxiãiRåãfron - Itêm Extreme Valüs @ Bâse ¡'xiãl(ÐEàa'è -' -ÙtaÏmùm - * -=.îlitãð.. " Minimum 21'017 Rêâction, X-X Ax¡* SEss Maximùm 35.028 " M¡n¡mum 35.028 Reac*ion, Y-Y Axis Base Maximum 35.028 " Minimum 35'028 Reaclion, X-X Ax¡s Top Maximum 35.028 " Minimum 35.028 Reaciion, Y-YAxisTop Maxlmum 35'028 " Minímum 35.028 Moment, X-XAxisBase Maximum 35'028" Minimum 35"028 Momgnt, Y-Y Ax¡e Ba6Ê Máx¡rïum 35.028 " Minimum 35.028 û.356{ :1 D Only 0.0 fr 35.028 k 98.354 k 0.0 k-fr 20.120 R-ft 0.0 k-ff 20.120 k-fi Maxlmum Load RËâcllon3, . Top elong X-X Botlom along X-X Top along Y-Y Botlom along Y-Y Maxlmutn Load Deflectlonc . ' Along Y-Y 0.0 in at for load combination : Along X-X 0.0 in at for load combination ; 0.0û above bage 0.0t above base 0.0 k 0.0 k o.o k 0.0 k 0,0 tl 0.0 0.0 ft 0.0 k 0"0 k X-XAxls @Base @Top @Base @Top @Base @Top @Base @Top@ Base*'-"----.tð.'52r- 21.017 @Baso @Top k Y-Y Axis R€actlon Mx - @ Base @Top @ 'ÈåduımeñiC þfi- Mt;Ênd [jioments Base @Top @Base @ToP Projeci Title; Englncen Proled lD: Proiea Deær: i Sfed COlUmn Proitcl Filo: llAR PH ll.cc6 i* -**GrffiERrÃLfimî3m¿r,ø. DESCRIPTþN: GARAGE OFFICÉ BLDG COLUMNS Extrenp Rerctio¡s A,ftl Rrtdlon ErtËrìâVâluc @ Baao X-XA¡ßRt¡d¡on @Beaa @Top ¡( Y-YÂrdB R38rüon @Bæs @Top l¡b( -Mommb k-lt My-EndMomr¡ts [em @B¡ec @Top @Bs!ô @Top i¡omttn, Ã-ÃAxtt top llorncnl, Y-YAxb Top utx{nlrln lr¡nimuíi lr¡x¡mum M¡n¡rrïUñ 35.O2ð 3ð.0:28 35.m8 3l.04û @ liloodWorks* tarf r*^Ît rûx ffi)rtg ,*t{,* COÍTPANY Odllca LLC P.O. Bo)( t80S Paonia, CO 8142å {c70) 527-9Sr0 *p"C,2A?2æ:21 PROJECT GARAGE OFFIGE BLOG WALL STUDS Darlgn Check Galculetion Shaet Woodworks $irer 2019 {Updatè 4) l¡ads: Leâd Type clistrlbutlüR ¡,oc¿416n lftìsiårt Eßd ¡lagnltudeÊtårt- Ën¿ UÈlt trtB ws ryr$Ð gê1 f-uê{ dht Ð€åd Snolr 9rind fìêãd åxtät lJ¡rt ¡LYtål t¡t¡. tul1 Àr€a ,âriðl l¡ÐL lEcc- - 9,93") {Ecc" * Õ.92"} Jilt, tt25 16.00 {2{.G"} 1l ¡ i p¿ pl pá Reactione (lbr): 1l' tDo66 Jô'It o' 't t' unfaçEÕrede Låt€ral, r &ead Sßes ?Jind Axiãl: 0esd gn6!t Fåctsre{i: Ê->¡- Lôâd comb L->g Lôâd eómb 4 Iö 116 621 -{ -16 1'7 6 62t 2?50 110** -2,t r2 1Õ3 *4 Lumbor 9tud, D.Flr-L (N), l,lo'1/No.2, 2x6 (1'lt2"x6'112"1 Support; Nonê Spsc0d ât 24.0'dc: Tolsl lenglh: t 1'; Volumê Ë 0.e cu.ft. Plnned base; Losd facp : w¡drh(b); Ke x Lb: , " t *ffi: *,ff"î*ååJ;l:Ki;fJ:å":;:li: "otr appriad wlìsrê peÍ¡raèd (rsfð' to onrins help); vs. Allowable Stmes and tlefleotion u¡lng ilDs2018: AnålvsislDes iqn---rF--.ð..rT- fþlFbr - f,clEe? * 8q.15,{*3 - fc,/Fc* * û. ?7 0.49 $, ?6 û. 33 0.18 n-?n Unlt pgl psl in flr r. ?n fb . 346fc * 3{û {ax!ıl + ecceütrfc - 348 û.19 - L1682 Õ-22 - L/59? ¡,r1ãlvsl9 vð:t¡€Þesl'xn valuçFv' = 288 Fbr - 1271 Fcr * ?C? c mÕ&entlFc' - 1540 1,1û - L/173 1.10 * L/1?3 Crit€riÕn-gæ-- gêndinq { + } Ð{1ã: CÕftbined .Exlâ1 Beårlrrq Llv€ Þef,l'n T0tå1 Defl'n Addltlonal Deta: EAclOBsr r/E{Fså} CÐFr" 1ç0 1.6ÛFþ'¡* û50 1.0üFcr 1{00 i.0fjË¡ 1,6 mílllônErnin' *,5É milltonFcr 1,t0il 1.0s cFf .00 .0Û ,tt .0* .00 d|¡1 ci,/cF CF 1.301 : t lfrl r:u Cfrt Cit.0ù 1,cûx.00 1.c01.t0 1.{* À.vu ¡,(u1.0û t.t*1,ûfi 1..C0 tc 5 ?t 1 J I 1 1 : 1 ì 1I I 1 I 1 .00s s.4*9 1.15 Custôñì dt¡rå¿:cn fåteor :ör ÊnÕü load * 1.00 CRITICAL LOAD COMEINATIONS:Shear i Bend.lnq l{ } ; Ðef1écticn: Le *5 LC #2 LC *3!c å3 LC flz¡,t t{? *Þ! *Þ+ oI)+ =Ð+-B;-ût 9,6!ç s ü. ?5 {s ; 0 . 6fi} {t j.1¡e} c.?5(s .l 0,6t¡) {¿Ðrå1! s I Fl¡'- 1-J?1 P¡(e/S*fc{6x€/'d}- 3{6 Ariã1 {i¡s-tþined FcË* å2ü D*d€åd S=sûgh' l.¡*HlndAII lC's arÈ lißt€d ir¡ Lhë Anå]ysis ıì¡tput l,4'âd cêmbinållsns: .ÀsÐ Êasic fron AsCË ?*16 2.4 I IW ?{1å 1¿05'3'X CALGULATIONS:V - 11S lbst M(+) * 21ü lþs-ftt P ' 28?1 lþs ÊiY - 33'3t lb-1n'2 ":.ivå" oeflectåon !s due te all t¡ün-dead ¡'s.åds lllve' ilindf aßÔw"'Ì ÎÕtãl deflect*¡n - 1.5 d6ðd + ":ise" 2018¡ ând the Nâtional Design Spec¡flcåüon (NÐS ¿018). uslng Atlou,able Strêls @ TYoodWorks* twtl*t tÕx waat ñtæ co$PAr{Y Odlsoa LLç P,O. go( 1809 Peûrfa, CO 81428 {c7or5n-9ê4s S€p.8,202209;19 PROJËCÏ GARAGÊ OFFICE EIDG WALL STUDS Dorlgn Check Crloulatlon Shsst WoodYvod<5 Sizðr a¡19 {Up{tetç {) Loed¡: LêÊd Type 01¡trlþür !on ¡"ocetion IftiÁtårt End l,fag!1Ltude Stårr Ëid Ll*ir nD s.rs !{1trÐ Sêì f-L'êldht Enor þ¡irìd Ðâãrt Autal ltÐt- åxlål UDLtuli Ârea .qkial ûDL {ccc, - f,}.tï"ì iãcc. - 0.9âol ,, þlj 1 J5S 16 .0ô {2{ . C" }¡1 pri påf ôlf Rgactons {lbt}: l1' fDÐ {D -t€ {l' 'l T' Ur}f,ãctorçdt LåtÊra1: osådgnû* 14i.nd A..rlal: Dêãd SnÕ9¡ factê¡€d: R->! 1,s¿d cçlùb t->ñ Lôåd coBb ì. 1E 76 74t 270t -5 -19 :?6 141 â?00 *5 t2 1t3 *4 Lumber Stud, O,Flr-L {l'l}, No.'l&Btr, 2x6 {1-112"x5-il'i2"1 Support Nonc Spaced ãf 24.0" crq Totål lcngthì 11'; Vollrllô = 0.6 cu.fl. pinmd ba3e; Load face ¡ wirth(b); Ke x Lb: 1.0 x 0.0 É O,O n; Ke x Ld: 1,0 x 11.0:11.0 n; Repetitive fac{or gppl¡Gd whors pefrn¡tl€d (r€fêtto onl¡nc h€lp); Tlrl8 .otüon PAgsES th. d.slgl tode chsck' w. Allowablo Streg¡ and Dcflactloñ urlng NDS 2018: Uf ?4(1 ?3 16tq f,b,/Fb,fclfcr Eq, 35.4-3 f,clFc' s0 60 á0 0 n Fbr - 1?19 fcf = A24 fiÕ$eñt) Fç' = 19ê0 1.1t - L/7?3 pst Þs1psi p6J. ln Ln Bendir¡g {+ I åxiål ûÕñbir¡ed¡lxia¡ AearingLive Deflrn fþfc {axiåIfe 0, xå 415 d1.? 417 L/1Zg Addltionel Drta: fAClÕRSr le' E',þ' + Fct fr Emln' Fc* custalftr du r/Ð(psi! cPt*t 1.6ürt50 1,0Õ1S00 1.*0 1.8 stlll.lon Cr,66 ¡¡illion cr{ ,ôü ,0s .tû ,gt CF tjo Cr I 1 1 1 1 fst ,0û .0û.0t .ü0.0t .0û cir,{0 1. C0 1.C$1.ft t"c0 1.f 0 Lc* 5 ? 3 3 ? I .00 i"00 1.û0 i .00 1.ûS 0û 1.3ô3r6 1.:,t', ! 1å00 råilÐn 1.103 1,üûfãc¡ô¡ :ó5 SnÕ$ ìoêd = cRlTlcAL LoAo coMElNATlOtls:Sheår : gendlûg {+} : Þef!€ct lûír: tCtg *D+0"6f.¡ LCå? *1"+5 LC S3 * Þ + 0,75{5 * 0.6çl} iltve)rc {3 - Þ + Û.?5fË r 0.6H} {toÈ¿:}Ã"{iå1 : LC å2 - l} + Sco$bitled : LC tl? * F + *i Fþr* I?tB F¿ã* 9,{2 F:(ê/S*fc{6xe/d}- 41å Þ"dead S-sr¡ow !Ì-ulndAll IÆ!s are llsted it1 Ehe Anãlysls êutput roåd côrübinãtlôns: ågt, Båslc from ÀgCe ?-16 ?.{ I fåC ?01f 16i15.3.1 CAtÇULATIONS;v - 111 lbs¡ Ml+i - 261 :þs-f!, P = 3{{1 1bs ãrY * 37'4t lb-in^? "¡.ivã" defiecglon lS dr¡e tû 6lX ûôn-d€ad lË'âd$ {llve, }rLnd. .snûä.*l IûtãI dêf,]ect.icn - 1.5 dead r !'livê" ?018) ånd lhe ilåt¡o'ìäl Dê$ion S¡nc'ificalion (NOS 2018). ßing Allôrv¿ble Strsss @ TYoodWorks* $orr¡fá¡¡ fo* húor l,sr6a* coùÞÅ}{Y Od¡sla LLC P"O.8ox 1809 Psçnh, CO 81428 (970) â27"85,10 S€p.6. 20'22 09:14 PNOJECI GARAGE OFF]CE BI.ÐG WATL STUDS Derlgn ChÊr* Celcuhtlon Sho¡t WoodWorka Sizer2019 {Uplaa 4} Loadc: Lsad lypê DlÈt rlbution l,ocåtåenSt¿rt Ifrl Ënd Þ{agnírude lvnlt,qtârr Ênc I 1{G f,t5 t{¡NÊgelf-ri€iüht þ,ea(l Sno¡t t{1nd Ð€åC ir¡&¡41 u!¡1, å.Yiäl tJFi. Full Ar€ð Axial USL {gcc. - o.92'i {Ëcc, - 0.9?r'i Jü1} 1115 16.0Ô 42{ "û" } 11 lpt I lp¡ t lpe f lol f Reactlonr {lb¡}; i1' IDAøo ã' o 11', l¡nfacttred ! laìerãl: tÊad Snoç tfiftd Axial: ûead Sûôç Fâctored: R->L troad comb ¡,->R ¡.oãd comb 5 ¿v 1?6 ?81 2Ë50 -i -20 r rè t31 2830 111 {5 â¿ 1ñ9 *4 Lumbor Stud, D.Flr-L (l{}, No.'l&Btr, 2x0 {1-tl2"xã-l/2"} Supporl: Nonê Spsced at 24.O' ciq Total langttt: I 1 '; VoluF Ë 0.8 cu.ff. P¡nn€d bes6; toad facê - widh(bli Ke x Lb: 1.0 xO.0 - 0.0 ft KG xLd: 1.0 x 11.0 s 11.0ft Rcaêt¡üv8 hc,ton sppl¡6d whar€ pømitctl (rofgrlo ooline help)i thl¡ roclon På98E9 lù. rl0llgð cod! chltk, An¡ly¡i¡ w. Allowabls 8trcs¡ and Dcfhctlon ND$ 2018 : t PF:psi psx ps1 ln lñ ¡ilFv'- fþlFb' - fc/let - Eq.13.c-3 - fclFc' * u,{, ¡ 0 .26 0.53 ü. ¿?0.2t Be$diñg {+) A:(iå1 cÕ¡$b¿ned Ar.lä1 FearlngLl.ve Dèflrn fcq.18 f,b - *38fc . {{0 {ðxlal + eceenE {40 L/71\ F'þr - 1?19 Fcr - 824 :rtûment l Fc. - 1980t.1û - L/12J Addltlonal Deta: TåCTOB$| f1ô(pslt CDrv' rge 1.6Qfb,+ 1150 1,*t18tS i.ü0 1.6 ßlllio$Ëfriñ' t.66 ¡rålìicnfc* lg0o L.û0 cì,,t0 .UU .ûû ,0ü .û0 .û0 cr cL/cË LI 1,30i 1.1r.rJ Cfü Ct Cfrt 1. 0û t. tû r. 00 I .00 1 ,00 r, cs c¡Lcf 2 2t 3 ? 1 1 1 1II 1III 1I .00 .UU .e0 .ût .08 r0 [0 i0 t0 as 1.û08t.{¡6 I 15 Cust6ft durãriÕn fãctor :ôr $n4$ tüad * t.C0 CRITICAL LOAD COû¡lBll.lATlONSi thear s LC Eending{+l: I{ Êeflectiûn! LC LC &riêl : L.Ccanbåned : IÆ *2 fl3 *2*¡ D r 0.6W L1 +3 D i û,?5 D + G.?5D+s DiS (S * û,69¡Ì lltvel(s + 0,6!ll {totÉll Fbi- l7t9 Fcã- 9{2 Pxe/s-fc(6xe/dl- a3ü Dodeãd S-snôw l{-ili.nd Â11 Lc's åre ltstêd j.¡ ¡he Antlysis autput lÆåd cÕñbinåt:iÕns: ÂSÞ gasle fron åSCE ?-16 ¿'{ I f8C ?S1e 1605'3.1 CALCUI.ATIONS:v - 111 lbs; üt+l - 2?6 lbs-ft¡ F * 3631 lbs ËIy - 37.43 ]b-in'2 "L1sè* dêflecrlon 1s duå bo åt¡ néh-dêãd lsads {llve, w{nd, snow...} lôLäl deflectian - 1,ã deðd + rLivc,¡ 2018) ånd tho l*aüonål Dcaign $pcclllcalion (NDS 2018), uålne Allowåþle Str€ss coillPAt{v &,i3æLLC P.O. 8ox 1809 På$iÊ, COS142å {970} 527.9&10 8e9.8,2û7¿æ'17 GARÁGE OTFÉÊ SLOC WÂLL STUOS PNOJECT @ TYoodWorks* ¡(}'f5d¡ *o* ffiot lìttdÙ Lôad Ty$e 9Jgrrlbutlotr I¡3catioq lf;lgtårtE*d l4àgnitudÈ Starq Eñd td9 itrl¡É3ô1f,-rêidht fJeta Sær tlind iêad g:a¡ ugL È¡¡s.ì UÞLfü]l Àrèàaeir! lnt. \4CÇ. ' Ð'tz t lDcc, . 0,92"¡ f?u 1425 :6,00 { 2{ . 0r }l6 pÀ<r¡fpsa ñ!a Lo¡ds: Derlgn Ghcch Calculåtlon Shoet li¡þodworkr Sizer 2019 lupftt€ 4' llnfðctorêd! Létarål t D€adgûff }l:ñd Artãf, l Þead 9now façtored! R->L tÐåd coFb t->Blóåd cômb 2A 1?6 192 2â1û -?û 1t? 2830 111 &2taz t4 Reactlonr (lb*!r l1' 11' IEo fr û LSL, LgL, 1.88, l-lr2"rã-'1r2" Stpport ìlono Spå.e{t sl 24'e./c Tot l let:eûh tl'; Voluma Ê oô c¡r.R" p¡nned boso; loåd facE 3virlh(b): tç j( Lb: 1.O xûû.0,0 i; K€ ¡ Ld: t.0x lJ.O - 1!.0fl; Rapolillve lrclor appl¡ed wò¡re Oermlltôd {rafor lo gll¡no hslp} Thlr r.tloa PAggEg lttt ùdgn coda cftrılç tblr}llcllël Eg. 15. ¡l-3 Êc/lq" o, l'to.4l þ.46 0.21 0.19 1).22 0?6 sanen I 'Íci - 21å0 r.10 * L/1?0 P*¡ psJprt psi ln B€nding i +l Àx ¡åi cÕab¡bëdåxial Bcår¡nqLivÊ ûef,l I n t ¡631 43ã {4r dÈl + fb iaxlalfc vr. Allowablc $ttErs .nd DafiSctlon u.lr!| rlo3 zotE : Ff;ãÉ t18t Fxel$'ic{6xald¡* {39 S*deðd s-sros ?l*wird å11 LC's are llst€d ln t¡¡å À¡!ålys:ã Õ*tput Loåd côsbin&lions: ÀsÞ Bas:ë fr¡ü ¡"sCE ?-16 ¿.d / ¡sc ltlS 16t5'3'L OALCUI.ÀTION8:v . lqg ¡b6' u{+¡ * 2?6 lbÉ-li, P . 36{3 ¡bs- rry'* ll'ie iblin^2 ¡Ppate.t !. åFprô*læate3 th@.€ffo.t eË sheår d€flectioû' "tlv;" deflecttoa {s duã- þ ðtt nan-deôd ¡oåd6 (l.lee, Hlnd. snew-,t Tè!å1 dèftótt1Òñ - l,å dáô(l + '¡.ivet l 04 cËrrc¿/cP û00 30rì CRÍTICAL LOAO COMSI¡|ATIONS:- 0.6* - û.6t1 Fbr- â642 cv tÍo I . {i06 ?5 {g ?5 {5 cr ncl-{-2-2 -3-3-2 1,0û 1.e0 t .09 1.C0 1.00 1.ûû I .0¡ ¡ ê,6f¡l {1lrê)+ ô,6tfì lto¿ål1 Shê¿i igendl¡g {+} | 9€f1ãeticn; LC t{ LC {nrc f3 LC lt3 LC i? ¡,c {? 0,83 Êt¡llon - ì,Ð0?¡50 ¡.0$ - ¡,C0 durácicn f,åetor lor sÞqu l{åd o 1,0{¡ Àx¡å¡ ¡ conbtned r Ét+5 *Þið*Dr ûåD+ 5-IJ{ S 9e1ãy' Fc¡ :üstoû Addltlonal lleta: gÀCîOÊS: F/Elr3t¡ Cû Cl{ Ct lbr r ERin ¡ 40û 1.60¿54ô 1.ùl?¡3t r,0û 1.6 sl1ìlón û.83 niìllÕn 1,8û!,ÊB 1.l.c0 ß. t.oû Ilaalgn llotcu ¡ro from thÉ NOS Sugpþftl€nl. 2. Plú¡ê vorily thal ih€ dafault 313llffiilBdoi¡el¡on Ðliô¡llm.åppropri¡la loi yod ûolehtå-ñôlrofs0lmsntor lk€{€tardànlðrÉ¡lionsggensd:ls3 pfo9lruô{vesaryicôSlrudutalscrlumþerdarlgn3.compôgnð otshLrdêtballonüåafi6ctlhÈtanDsfìo€1¡on8CL:c6lcI.daLd4. cot PAt{f Oüs.â tLÇ P.O- 8d f€09 Peorlia, COtt42ð {970} 527-95¡t0 8op. 6, 20?2 0*:14 GARAGE OFFICf ELDG WALL STUDS PRO.|ËCT @ IüoodWorks*torrw*a t A* ßtltt| t t*4 Håçn1Èr¡de lUnitr¡d I Þist¡ibu¿iùt iÉcåtiôÞ {f¿l3t*rt lndLsåi?ype {su i 65û ¡ 6. ç0 i2d . o'l 1óFull Atsg UDL l5Êc.ç, È. Itt", 9?"t l.oaù: Derlgn Chæk Crlcüht¡on Shgot l¡/oodlålori(Ê S¡rsr ?ofg iupdalc 4) 9l? 33ûC -b t?61?6 9r2 3390 - tÕ *2 LÐ2ì{ *lxd Ãx 1àl Låterål I D€åd Ssov D€ad Snçs Lúåd 11? û5 Rðattlom {lb¡l: t1' €E il o''t 1' l,$L, L8L, 1.8E, 'l.1tt'',ı'112" Stçpott Ndla Spãc€d ¡l 24'dq Totsl lôrïlh 1l'; Vó¡ums = 0,6 ctr'n p¡no5d Þesa; loãd lâcs !ûidth{bli Kô ¡ Lb: 1.0 xO,0 " O0 tl; tG ¡ Ld: 1.0x 1't.0: 't"t.0 fi; Rtpêtitive tedor sppl¡ed lvhåfe psrmillod {totst to onltno ¡€lp}; Thls rcoüoo PAS{'ES lt}t d.3lgn codr çhö6*, av/Èv- ' u_vrfb/fb' ' S.19fcltc¡ - l).4,' Cq.15,1-3 * 0.63 te/?c^ - ç.24 ô, ?ö gc' noñ€nÈ) t.10 - L,/120 2642 I016 Þ41psl p51 PcllnIn f,þ . 5{¡6It r 5.uiåxial + *ccèntfc ! 5.t 4.22 = Liüo? Bêndlnq ¡+ IÀxt4! cÖnÞlnedå3i3¡ a€årlRqti{â Ð€ 1tn vc. Allow¡blr Strust snd Doll€cllon el¡rB llDs zol! ¡ iÞdeód g-$ns{ $.(lndåtl ¡'C'5 ûrs ltsred in the Fsðlysit âuiput loåd cônÉlnåitons: Àgg Bàsi.c {r¡n ¡'$cE ?-1ti ?.'1 / IBc:ı¡Ê t6ot'3'1 CALCUTATIONS:v - 109 lÞs, M{+} ð 3?t !bÉ-fr, ? ' ¡l?r: lbs' r¡v - i:,i¡ l¡lj.n'¡ lppatent g êPproxiþåtêê tha.effêc¿ of sh*âr deflæc'loñ "llvã- deflectlan ís duâ r{. å11 nÒ¡-dêåd ¡ç¡6s {ti.ver rl*d, sßY¡-.} :üstÈ& durãt¿sn fåctor lor 5Èçs ¡oad ' 1.0É s'd¡ ?15S I ian .00 tcrl c: 2 3 3 3 !êeå1 d€f}Èrëlon - 1'å dssl + rl¡"êã ô.*3 Brìl Âddiüonrl Deta: CRTTICAI LO¡Ð COIIBINATIONS: cu cf$ ç! ctrt cr- l co r.0û0 - 1.,û4 1.0t - r.0ó - 1'Û0 ' 1'00- 1.{û- 1.q* ÇL/C? 1.ûùô 0. 50û ÍÀc10Ês: ERin' Êmlny' LC t.t - B.6t' 0.6t'l tCt? -Þi5 LÇ ð3 - & ì 0.?5tS a û,6fiÌ {1iY€¡rc t3 * f + Ð,Tå{5 r d,6tl} {totall'!ct, *Di5 Itl? èD+S FÞ!-?64? cÍ ct- 1.0Û- l,ôg* 1,û0- 1,60- !.00- ¡,00- !,s0 r/¿lpã1) cü{0û t.6t?5q0 r,€6215û 1,Û3 1,6 61Il¿qn O.93 nllllon sheaa ! Feñdt¡g l+¡ : têflÈctlan; ÀJl¡å: i cÐñb!¡ed r FcÊ* 1tr8{ l'xe/S-fc{6xeld}- 508 våk¡asSre.tAlloer€þ¡ô (ÂsÞ',Daeign O€8Enusiôg G¡e*<"ç /afft at ßr-n ¿t ASCE 7-10 MWFRS Wind loads¡ Chapter 28. Pa* 2 : Enclosed simple diaphragm low-rise buildings lraving flat, gable, or hip roof Load Parameters from Ch. 26: Basic wind speed, V mate design wind speed, V Sec.26.5 Sec. 26.7 Sec.26.8 Cetegory Factor, Kzt Geometry: 90 115 MPH c 1 6 tl2 26.6 Degrees 3Õ.û Degrees 11 Ft. 112 Ft. 36 Ft. 15.5 Ft. 20 Fr. 7.2 Ft. 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Ër-"lrg l 6lg" fâ N !L" gt t¡-6uo,t wl Sx b P, r. *tt {l , u,v.CI. 210 GRAND :TVENUÉ / PAÕNI¡ / CO / 81428 970.52?.95.40 " WTr!í.0DlstsÀNET,C0M