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Home My WebLink AboutALL DOCS - 14-00123 - 588 Terra Vista Dr - SFR & Basement FinishAm eri ca\ F amilY C o mmuni tY ptrone (ZOg) 359-3020 t Fax (208) 359-3022 Gertificate of Occupancy GitY of Rexburg Department of Community Development 35 N. lst E. / Rexburg' lD' 83440 - - CITY OF REXBURG Building Permit No: Appticable Addition of Code: Site Address: Use and OccuPancY: Design OccuPant Load: Sprinkler SYstem Required: Name and Address of Owner: Contractor: Special Conditions: OccuPancY: 14-00123 tRC 2009 588 Terra Vist Dr 588 Terra Vista Dr-SFR & Basement Finish N/A No SDH Construction 1825 MidwaY Ammon, lD 83406 ShaY HigleY Construction Finished basement complete at time of new construction = 1,330.00 sq. ft' Residential, one-and two-familY = Utility, miscellaneous = 859'00 sq' 1,616.00 sq. ft. ft. This certificate, rssued persuant to the req-uirements of section 10g of the lnternationar Buirding code, certifies that, at ti.he time of issuance.', tiisiuti*ing or that portion of the building that was inspected on the o"r" ii"iii irs found t" i"' i, ""iptiin"" witn lie requirements of the code for the group and division or o"iup"n"v and the use for which the proposed otccupancy was c/assrTred' Date c.o.lssued: 08 / ^8 I ^o14 /\ y n u A c.o. lssued or. , Building lnspector: There sha, be no further change in the existing occupancy crassification of the building nor shall any structural changes' modifications or aooitionJiJ ri"of i" the buildins ;;";;;t*; thereof untitine buildins official has reviewed and aPProved said future changes' Mechanicarnspector: D*. rt 1 Tllll;""Mechanical InsPector: '\t//tlFireDept'/Sprinkler:nlaln/a plumbing Inspector: p&ZpubticWorks: nta I nla Etectrical lnsPector: -ElA'j\'{ v. E.,l}'$ ,,* t€ $ :ln o C]TY OF REXSII.G Ant erica's Familr' Oonfit unitY m*rr; !qL^?:) c PE'RMIr APPLrcarroN ;JF RE*BUR.' ID 83'140 20s-312-2326 twe wiu provide this for you) 1{)1'#3 V r*ijf-Skk$"- uNlr#----81rrrK#***'*x**\9 il.H:y"TfJ-(Addressrng_ts.L'a5cv v' !+'- - parcel Acres: - DwelhngUruts:' ::,:',:;,:;, PROPERTY ADDRE'SS: PFIONE OV,D]ER #: Home t:lvtA11 Work ceu ?fls -7{k}:l CITY:......... .S"I}Y!II:*ZIP: MAILING ADDIr'F-Ss r Cu'Ut\!H APPLICANT INFORMATION: ADDRESS sTAr-'h:;**---** ji[P*--.- :Rhl$I PHONE #:Horne [fffrift, eiAC NIAILING ADDI{}rSS: PHONtr t,i,l\tAilJJ iji.;]?"friltr"itoings are located on rors l'j'ut'!'!''- fi, [r, pr"uiom owner,s namc) Did you recentlv purchase thts proo"t''t E)l " ^:::-:","- descriptioo of properq) PROI'OSF]D USE:R*t"[1,GlJ8"rc"-rnerci"]' Addition' Iitc') a$r"ld:j.l1!!!l"!!!l!!!l!!l.,il@E & EXP. NA"I ffi rr,,..J-J1*2il' E3 -tttt' Cel] tr#'urt!,!fiffi llfi **Hlllfit#jlt',;l*T#rgr,;:riAPPT.TCANTS "tY:::: cDnril;icAfloN AND ^YiiT:#;;i'r"''n"'ii';fflrTt"::rffi::.1*'::$l: **i"i'Jr:ffi'F;:fr';riruxl*iitliffiJ:til*i;;#;:iHl'Irixr""3$"trTmrk:i[isi;;:il**:::a::i:Trnrl.::.T:, ttl"li,,.i" n'-uY Rcsidencc' Muln ,fillj:ilili::1i*:tfil:T:li:iiii:iifijffil']rl5f.H$H:.q*fli::1i;Iiilr:lii::i""'*r"u"'".'en'li'ncdpr'Pfr'iY tilJffr:i#lll'*l*;**x{j1i.Tl5l,Tl,xi *,"n" a permi,'l:s:.'":.,::"$,:m*i*:::ru1ffi:n:fHHl'"':'"'T[',11":ilT#;""'l"r llffi,;;n or thc citv couocil ror the,t;'l*'ff#;J**'lylJillt"ll,lil*H*:t"f'-1';::i:Tl3l,",:'".*l nd*:tfui'"Tt:Stq.:-#*q#ilfi*i&"#S':l:ffiil-".::"$,:lt'.T:'h:::;;il,,,*:ssl5'q3',pt[*X*;m"f:';XtTj*d:L3xlr:,';*:::t-:l';:T:.K::ffi;a*"-u"*a Permi'lvoidirno'l :::.T'J':TH:Jn"'HJ;;"t',;*:*i",:iifi:1'- A -t\-r 4:", 'J: .l:Til,:*:ilTil.H,.,;il'?*"'r *"'p* ri'r I ${} (r3\ * r:1.{Tli Wft6g ;*,", -**s ;xpll$ L?iTt#T":fJfl Hfi lllfl t",,'\,,.t=t-"tf+tf#**##$fi iff##trii:ilx';ruri'."ra.""no,c,ear* *Buitriling Permit Fees are Building SofetY www.rexburg.org D"P"fltT3l,l @ cllY OF REXBURG Ante d ca\ Fdnt ilY Cn ntnu n i t' 35Nl'rE Rexburg. tD $444 ProPertY Lines Each site pran that is submitted to the city of Rexburg for the Building Permit process requrres that property lines are shown accurately. It is the Deveroper,s responsibility to correctiy i.rrury on the site plan the location of these lines in reference to the public right-of-way, lther adioining property lines, the stteet, other structures and all utility Lnes. .rhe Developer should frnd property pins that ate st'l ava'abre at the lot in question' If these pins do not exist or have become unrecognizable then a new survey should be perfotmed' Accr;rate property iine inforrnation is a must for a timery review. In addiuon to finding exisung properry pins' iegal descriptions sho''d be checked. The best way to identify properfy line rocation is wrth a rand survey' The city of Rexburghasaerialphotosandaparceliine}ayerthatcanbechecked,buttheyareonlyatoolandarenot guaranteedforaccuracy.lfyouwanttofequestacopyofyourlot,seethefrontcounterattheCommurury DeveloPment DePartment' I have read and understand the above requirements' Date $ o*r,., or n Buildet Printed Narne OF 35 N. 1$ E., Rexburg,Id 9?149 o\{a{ ER',S NAME to!-"Tli''*: LJ w N nN e r ra ''+- .-lSS C*V"" Vi"* 9.,""r ta S PROPERTY ADDRI bivsBrs coNrACrIlgfE OV,}{ERS E'MAIL ADDRESS guflding SofetY DePcrtment CitY ol Rexburg Permit# REXBURG. - ctl, Am edca\ FtmilY CommunttY MechanicalRequircdlll tvtecilvrttwat Mechanical contractot,s \2ms Dennis Hayden Business Name Dependable Heating -crty xg!y------s t^tt nuno -----Jip 83aa2 Addfess 3851 E 22 N Cell Phone (208)821-7520 Business Phone - - --r^hrohve.n6ravahoo.com Fax t:,.yY':::*!:i:,.",Y.XY,),,:,"#i,;;;:,;:?;;*?:;;:);::;:#,:tr:ffi:;:'ffff))"";n;'"'*':#::f;{;;i!;i{'#rffi {'*'':':"^'^'^'n"{#"*ty,*,"".,'^r)frf :iJ',.$2q911 : Bi*.r'riltllf01 - $100'000 I 1ffi,."''o'otr fsi'reo = s RESIDENTIAL New: singre Fem,y Drrelliag, including erl buildings with wfuiag bciag constuctcd oa each pmpetty' (*Besed oa liuing spece' sec dcfraitioa bclow) 6 1,501 to ?':99:1 * ti??:-"i;p;l,ioo ',q f, _$1:9,^ r t,so1 to 4,500 sq rt - $325 : 'al:l ;;*l;: [!;1"13s g65 ror each *.i":f"lf:ffi:*'18,;"'ff'TT':) ($325 + ($65 x New: Multi'Faaily Dwclliag (Conazcton OaIy) "-"'; - DuPlexAPartrnent $260 tr Three or -"rl'-Ji-f"-ify units: $1 30 per building qljt: 195 per unit: ($1 3! x # pf buildings) + ($65 x #-qf units) n Existing o."ii.""", Modurar,.M;:il;;J;? u*l*::i:.FnruX"tl;t-J.1t.ftprus $10 per ** Hv AC . G;;';; ilil* -""1# r"n. l"* ,t',.?Tilffi ,".lll MISCELLANEOUS^'---; Phn Check $65 Per hout E Technical Service: $65 Pet hour tr Gas Line: $65 tr \$fater Fleatet RePlacement $65 Requested InsPection: $65 : fiffi::;ffi;;tno'ning'rppriance: $65 per inspection tr .tslfepla(j|;/ouuerF--- ,cooking, *Livins Space - space within'1*:T:^u":T'ii::*l r;"'ffiT,|1:TffilIil':ffi:x;:;lTj;;*#'Til""'n"' '^*' rliving Space - space within a dwelling unit intended tor human 'aurl4uv' "rii, *"lia*ed part of the living space' bathing,washinn*91"1""'""i-'-"i1{y.*fl".::*iiJl.tT}?!lt$t:ffi ''bathing, wastuttg 1t!1"T"t" 4rru r4rr!FEv-- r ir rent, solar, water heater, etc' ;ffiff;; ;r iivac Equipment-turnace rePracen HVC-C-1164 x5/31/15 Dennis Havden.--si ot'to.t rre o f Licensed con!%I-1..*. number & ExP' date March 13,2014 Bui n9 3l*J:?;ati1"y#i?.-il'"'-po'w'^*/'*-ao'w-u* OVAJERS NAME SDH Constructign ;#iliii';D;RES s g1"l"i-v'"- E'!eg*gl 9_OVNSBN CONTACT PHONE OVNER EMAIL ADDRESS n APProved for temPorary Power il APProved for Permanent Power Gt-oeporlmenfCitY ol Rexburg cttY oF REXBURG. ctl, Anerics! FamilY C on munitY Permit# ELECTRICAL' r trl ,HL.HI- l .IllL'-ftt-tKequteatt, ElecUical Contractor's |1Jxms Quinten Bair Business l{2mg Grizzly Electric Address 3982 E 170 N city Rigov t 11r-1D zrp$aa2 (coMMERcreuNpJ::51*J: :X:;:;:,::i;;::';#:r;i#;;:;;:il:i,ffifr2)a,,*-.'*'(COMMERCIAL/INDUSTRIAL) Total cost of electrlcar sYstt'r \vurua!r-'--rppb ; an1 and alt eleaical in$allations flnct*tles the tost oJ nannau instatbd ngardhss ,f *, prrUiiii^i'iit7t" nua 'ia'r this inspution gpe shall a 'ii'p,,t7'rry ,i,::'!rffi:{'on thisfoml (Lotal cost of _system " o,o^?l^.ug ;io "Up to $10000o Up to $10,000 ^, ,@ x 0.01) + $260 =.$ ; sJ*..rr fto,oor - $100'000 !tttd,t-_--, *. ^6 crrcrern _ 100.000) " o.otlsl i $t,tco n Ovet $100'001 S-"ll Works (Conuactots ONLY): ,,%xo.obf +gr,16o=$ ( (total cost of system - r:.- - 6onn '6 ^^cr qnd not*r!(ffi$20,;;.";u"a ""i involving a change in service connections' Does NOT requite inspection' cell Phone (208) 520-5225 Business Phone Fax Epail grizzlyelectric@live'com ELE-C-31836 x1/31/15 RESIDENTIAL New siagle Fam,y Dwclling, iacludiag aII buildiags witb widng bcing constttcted oo each ptopctty' (*Bescd oa liuiag spacc' "*'iJniat" beliw) E 1,501 to 2,500 sq ft - $195--- -n Up to 1,500 sq ft --$130-^ il l,SOt t" 4,500 sq ft - $325 ! 2,i01 to 3,500 sq ft - $260 r over 4,500 sq ft $325 plus $65 for each additional 1,000 'o ;"';;;; at""r(tlzs + ($65 x # of additional 1-000 sq' ft' or portip-n there'ot))' - N"n, *rutffiY ffiog (coon'cton onlY) rl DuPlex APartment $260 nThreeormoremulti-familyunits:-gl30perbuilding-pg:tutperunic($13gx#qfbuildings)+($65x#ofunits) DExistingResidence,Modulat,M;;'i;;;;aoiivroti#'i;";IT,.ao.t".n.ashop:$65feeplus$10per branch circuit, up to the -^*r-,r*'liir. .o.r..po"gr';';;;;: uJa-g cgei + CIrri - + ut"r:1" lnCenttalHeanie/CoolingSysterris'".iliiwl".,iNoT1;;or..*..,u.'dilo,ilcp".'oi.withnoadditional n ST.*"".rubs, and Swimmingpools: g65 fee for each trip to inspect "*o:*"f;;Yr\::;y;{:'"t" ft;or:'}['!. roo^, ngl30 over 200 Hp MISCELLANEOUS D Temporary co.r"t*.tion Sewices oNLy: 200 amp or less, one location (fot a period oor to exceed 1 year) - $65 tr Tempomry Arnusement: $65 fee plus $10 per dde' concession or generator tr Irrigation Machine: $65 for center pivot plus $10 Per tou/er of drive motot tr Technical Service: $65 Per hour o Plan Check' $65 Per hour tr Requested rnspection: $65 . r 1 r - L---^6 Lol-,irarion which rnay reasonably be utilized for sleeping, eating' cooking' *Living Space - .nr." **.rt" a*.[i.rg onit intended for human habitation which rnaY reasonably be ur bathing, washirrg, ."...^*, "rra .*ititio. po.po."J an orrf-irh"d basement is considered part of the living space' March 13, 2014 License number &date of Licensed Conuactor 35 N. 1't E., Rexburg, Id 83440 OWNER'S NAME SDH construction Permit#PROPERTY ADDRESS Canvon View Estates L3 83 vater Meter Quantity: **********f***\f,/a1s1 Meter size: Building SofetY DePorlment CitY of Rexburg ctTY Or REXBJBg Anrc ri ca\ Famill Contmufl i tY Requircdlll Plumbing Contractor's 5rsr. Michael Spears Business Name The Plumber, lnc. [dd1s5s pO Box 21e5 City]9g!gl9!E--S121stD Zip 83403 Cell Phone Fax (208) 851-1 140 Business Phone (208) 851-1140 Plumbing (CoMMERCIAL/INDUSTRIAL) Total cost of plumbing system (contractedAmount) $---- (nckdes the eost oJ naterials installetl rgardless ofihe partl suppfing;t.it r1ru tistetunin th* inspection [pe shatl app! to atr and allplun not specificat! mentioned ebeuhere on thh fonz)'' " Up to $101000 (total cost of system x 0'02) + 60 = $ ! Between $10,001 - $100,000 ( (total cost of system - 10-000) x 0'01) I $299 :-l ! Over $100,00i ( (total cost of system - 100,000) x 0.005) + $1,160 = $ RESIDENTIAL *o^-^r ^-,:^. Ncw: Singlc Faaily Dwclliag, iacludiag aII buildiags with witiag bciag consnnctcd oa each propetty' (*Based on liuiag space' see dcfnitioa bclow) tr Up to 1,500 sq ft - $130 ! 2,501 to 3,500 sq ft - $260 I Over 4,500 sq ft $325 plus $65 fot each additional 1.000 sq. ft. or Portion thereoO)' Ncv: Multi-Feaily Ovclliag (Coattzctos OnIy) tr Duplex APartrnent $260' -r" r^*il-,,,-it". s1?o ner h'rildino nhrs $(15 oer unit:tr Three or more mul0-tamily uffts: ilIJU Pcr uuuung' PruD {PUJ yrr - : ;ffi4'iffi#;;;;?;;il;:'h;Feir3. pr"' g10 per n"ti. "p to the maxim'm orthe co'esponding r n n tr sq. ft. o?the building ($65 + ($10 x # of fixtwes)) Gray Water SYstems: $1ii0 Lawn Sprinklets/Backflow Device: $65 Modulai, Manufactured or Mobile Homes: $65 for sewer and water stub connections Multipurpose Fire Sprinkler and Domestic Watet Supply System: $65 fee or $4 per sprinkler head' whichever 1s gfeatef Scwa& Watct l$3SSewerLrnel$38WaterLiner$65Sewer&Water-ifinspectedatthesametime n $65 Sewer turnaround under house (change from septic to ctty) MISCELI-ANEOUS tr Plan Check. $65 Perhour tr Technical Setvice: $65 Pet hour tr Gas Line: $65 n Watet Fleatet RePlacement $65 tr Requested InsPection: $65 tr Hydtonic Heating: $65 + ($10 x # of manifolds/zones) *Living Space - space within, d*.ri.rg rrrrit intended for human habitation which may reasonably be utilized for sleeping, eating' cooking' bathing, washing, recreation, and saniti'tion purposes. An unfinished basement is considered part of the living space' E 1,501 to 2,500 sq ft - $195 D 3,501 to 4,500 sq ft - $325 1,000 sq ft. or portion thereof ($325 + ($65 x # of additional Michael Soears PLB-C-1 1430 x713112014 of Licensed Contractor License number & ExP. date March 13,2014 Date O rNsPncrroN TTcKBIO tr BHg. tl Inspection Request Rec'd By Plumb.E Elect.AMcch.OFirc Proieo- Sit K- - - t Address {; S i ia' /i'(' L , Phone No. J'tV zU''!, Perrnit No. r,y d( i Z 3 - F'. i);'' Inspection Type -. fr r r,ic, !.r 'tc:Ii. t.,,-t.C'v t f Inspector's Report F Res.O comm. INSPECTED ITEMS CONFORM TO APPROVED DWCS oy o r.r fl N/A D FINAL f]DID NOTNSPECT INSPECTOR'S ACTIONrA )a^PPROVED' nc.o.(FINAL) ACNON REQUIRED: N DISAPPROVED NNOTAPPLICABLE Signed Rec't lvlri. -Itlos . Job Co9'Pn-,rrt cbl@tF.ftR.c003 ress Bill Pay - Transaction Details O https : //www.T**' com/utils/printerFriendly'php Print Close {: t '{'Y i-} ? R*wffi '!.!,1l,!,i"jJ iiiti r'? {'r'"Ni4liif'ifXl CitY of Rexburg 35 Northfst East Rexburg, tD #444 Transaction Details XBP Gonfirmation Number: 1980805 ;ili,"n,""tionolt"irio'n"v'"nrto-c111o1lii;|lilf ;;;;itif,r-i::t*i \ visa XXXX-xXXx-xxxx'0853 Status:Successf-ul -"*"**-*": Item Amount TOTAL: $148.96' $1490l s163.86 Transaction taken bY: amanda l"_*""_*"*-""** ,Account # ,14'QQ123 14-00123 QuantitY ttem Building Permit BP Plan Check Fee Billing Information SDH Construction LLC SDH Construction LLC ,83401 612412014 4:l4l '.G unity rli'":'l-ri.1 Date: 0312812014 Receipt #: 1626 i:1':i r i li-i liji: ,, illi jrii: Lir r: i_ii_t :lr:.ii iili,:; ....-.' :. i: "t rlr: ii:ij iil;,, ; ili'jl- il i\i '' ;' 6gi"rr" Vista Dr - SFR F"t it+t 14-00123 Project:Permit TYPe: euo-srn Please contact the Building Department at tioil":i-igatto'f urtherquestionsaboutthis receiPt 1 i MAR ? 8 2014 RDG@ 24 Hour Notice for insPections Gall insPection hotline at eo8l372-2344 *r*credit card payments are accepted, but are subiect t o a 3o/oconvenience fee on payment amounts over $500'*" 1 J -( ilITT il'f fitxgijt6 Ffrit FT: 'iiiH CililSTFUtTl[i'i IiATE; r.ra,'il4/ta iiF 'ir-14il4"i[iiTil Tit{i:15:lt;44 RtCtiFT iifl; 'i-10il3 F:tI i'i[: ir]ilS TG nunitY Date: 0410412014 ReceiPt #: 1668 ? FUiLiill'iG rtF:i'1IT tiiFil: fi Br tttlT' rtF:liiT 'i : 9 Br firlil. PiRi{iT Ui'{iitFi iil FP FLUiiF, tifitl;1 ili,iiri ir uATtR i'ltTtn$ ff rAriTi li Fiftt trru. il{FstT 'riis il F*fiti$ liit" ii'1FA[T F'it lc FF FLIIL irtP Pl*i'i[iitcii l: t'*LI[i-tiririlflF]iti'lT Il{ in Stl'ii'rt t'AFITAL till{iiili ii sTRrtT lr'cu' IHFAIT rt i'c idATER IAFITAL il*i'ii'{icT ir Fr ruIL' r'ir;nlT$ iliiirt tHtli; {il'tClit'iT T.AYHTIIT IHAi'l[[ rt,c:iilT *i4il0i:I Address: 3501 - 4500 sq ft al 3500 sq. ft. 2501 to 3500 sq ft water meter 588 Terra Vista Dr - SFR 588 Terra Vist Dr 2822010 2832213 2832212 2832214 2534620 2035500 3835500 2832220 0735500 3534730 3335500 3434630 2832211 Permit #: 14-OO123 Permit Type: eto-srR BPD ELP MP PLBPT \^/MTPRT FIFDV PKIFDV BLPC PIF \AM/CCON SIF WCCON BP -511,{'l'[[ 3t5.ilil ii'il ' *[ :*ii.*fi 3i?.ilil il4.Bli -*t'; ,0n iTr "?5 i:T,n[ t,4tt.'lil 1 ,0.]4 . fiil i rs6!:!,il0 i 1 T3? ,4* g : i:l ,41 8, i;?,4-i ii.[ii IHitiiti Ylil ANII HAtji A HI[t ilAY ,r'JrirrlllIO R-WATER VB-BLDPERM dew Fee u(feels Water Building Permit - VB Anycode material -500.00 325.00 260.00 260.00 317.00 234.00 888.00 173.95 127.OO 1,419.00 1,024.OO 1,860.00 1,739.48 Please contact the Building Department at fznilit z-2g41 f or fu rth er q uestions about th is receiPt ITID 24 Hour Notice for insPections Gall insPection hotline at CIW OF REXBURC (2081372-2344 ***cred* card payments are accepted, but are subject to a 3% convenience fee on payment amounts over $500*"' RESIDEI\TIAL PI/AN CIIECKLIST Q003 International Residential Code) Building Permit Number: / 7 * tli :. Job Address: zontng: Lnd4 NumberofStories: I R"nm,*:1ffi);J,l':;ffP_,ur,*", , W Floor Area (st): i b /k finished, / 2.r{ unnmshed, gs4saftse Mechanical Fee: The following comments based on the 2003 edition ofthe lnternational Residential Codeshould be resolvedbefore a building permit is issued. This conection list is not a building permit. The approval of plans andspecifications dqes not permit the violation ofany section ofthe tntemational Residentiibodeor any federal,state or local regulations. PLAN CIIECK A #l 4{egibte .//PlotPl^ Y l@rftood plain -', / Floor/ Foundation Plan ,/ 1 Section showing construction details/',/vt m Building Elevations r" Design Criteria (shall be identified on plans as V/ind - 85 m.p.h., Snow. 35 lb. per sq ft.) ,/ ,/ -{t*rr Calculation Sheets e ,,/ Floor Joist Details-,/ 1'Mechancal Design '/ Energy Calculations (R320 & Ch l1) B. zon.Lqg(ircle one - new zontngdesignations adopted in 2005) AD4]' 12,00A sf min. (width 80 ft. min) LDM 8,000 sf min. (width 60 ft. min); Duplex 10,000 sq. ft. min. with c.u.p.RR2 21,780 sf min. (width 150 ft min) Duplex allowed with c.u.p.,Other (Verify zontngrequirements) Plans To Scale Project: 5FR C.rUse ,,/ Sngle Family _Duplex (tDRl only _ @ D. ;ie/-Bacls (taken from eaves) -v'Front set back (32 ft. from curb) Note: 60% minof front yard green ,/ _@ear set back (LDRI 25 ft. &LDR2 20 ft) 4{o"rset backs (6" for every ft. of building height wirh LDR - 7.5, /6ro g-Heisht (maximum 30 ft.) min.,&LDRI-6'min.) E. Footings d'w"' size (as per Table 403.l,use 1500 psf unless soil type is known, Table 401.4.1 for soil bearing),/ut' _Rebar (2 -#4 continuous) r't'l Footing Depth (36" below finished grade and 12" below undisturbed soil; lg,, to top of slab - interior) F.loundation {Fowdation walls drebar (city ordinance) rz1/z- Anchor Bolts with 2"x2"x3/16- sqwre washers (incl. interior bearing walls) R403.1.6.1,' -fig*'dxion Drainage (foundations on sift soil shall be designed per R405) 1 rrr-r -----o--- rvl L\-vrt -r'Dmp proofing^[aterproofing to finish grade. R406.1 (fnd. extends 6,, min above grade R4o4.1.6) -j:h-seaosaccess of 18" x24" min. R408.3 (may differ if mech appliance is in crawl space M1305.1.4) -€ra#t{g&sventilation/Insulation :l sf vent per 1 50 sf. (wi ) andwithin 3'of each comer ,r{ruarng slope away from house. R401.3 G.prame l/Seismic Hold Downs and Braced Wall panels @602.10) yfrco* ioists sized as per R502.3, wood l-joists sized per manufr. '- Joists under Load Bearing partitions shall be doubred. R502.4 '/ Girders sized per Rs02.5 or per manufr. Tables for engineered products n6rornvers (comply with Rs02.3.3 or manufr instruction) ) R408.2 I Floor Sheathing (3/4" minfor joists 24" oc & 5/8" for joists 16" oc) Rs03.2.2 <-Wall (bearing and nonbearing) stud sizes, height & spacingper Table 602.3(5) R602.3 "Headers in Bearing wall shall be designed as per Tables 502.5(l&2)R602.7 I. p.oof Covering and Ventilation / Roof Ventilation as per R806 ;/Asphalt Shingles (slop*2:12) w/ ice protection. (Other type: -ytkootf*sses (designed according to R802.10.1) 35 # Snow and 90 mph winds (Local Conditions) ' fFtaft.er and Truss tie-downs. 8S02.10.5) A./'/ AtticAccess 22" x30" min. opening (RS07) H. pxterior Covering 1/Masonry and stucco shall have weather resistive barrier over exterior sheathing R703.2 & 703.9.1 to comply wlPgOS. /\ J. Firewalls -Garage/Flouse drywall separation (protect ext. walls & beams supporting habitable space) R309.2 ,'" Door from Garage to House (1 3i8" solid wood or steel door, or 20 min. fire-rated door) R3O9.L @ingSeparation(1hrfneseparation)Supportingstructurealsorated.R317.1 4fi*n*omertfawnhouses (2 hr separati on & 4' overlurn protection or parapet) R317.2 @arallel to and within 3 ft of property line w/NO openings. R302 _-:Pen€tretions inprevious 3 items to comply with R317.3 K. ;General Requirements'ulHouse Numbers R321 ,/VHalf Openable 3sf window or Mech. Ventilation in bathrooms, water closets, and similar rooms. R303.3 Xlnterior and exterior stair illumination shall comply with R303.6. -angmroom Fixture clearances comply with Figure R307.2-,/ ,/v Oo.room at least 120 sf.; -Other habitablerooms 70 sf. min w/ a min. dimension of 7 ft. R304*oreas w/ sloped ceilings less than 5 fi in height &funed ceiltngs less than 7ft DO NAT eomply+50% or more of the required area must be at least 7ft high in rooms w/ sloped ceiling u/Egress clearance from window wells under cantilevered floors. R310.2 ,26*^rat Hazardous Locations R308 /Emergency Egress in all sleeping rooms and basements with habitable space R310 lzOne required Exit Door shall comply with R311.4rV Larirdngs at top and bottom of stairways R311.5.4, and each side of each exterior door. R311.4.3 ,/ ,/r/ Stafu BF. / Run (7 3/4" max. rise & 10" myp tread, nosing req'd if <11) t/ Stair Width (36' min), ,/ Stairway Headroom (6' 8" min.) _1 Handrails (34"to 38" above stair nosing)(R311.t -Spal*corraitions for circulm, spiral and winder stairways and bulkhead encloswes R311.5.8 .-Sta;rnray?lotection (enclosed accessible space under stairs shall be covered with 1/2. drywatl) P311.2.2 uftu*arails complying with R312 u/Smoke Alarms Gggh:bedroom and common area and one on each level) (R 313) L. Enerry ,/16 Ho-"r with glazin g< l|Yo of gross area of ext. walls (Townhous es <25Yo)to comply w/ Chapter 1 1. *Otherwise shall meet requirements of IECCfor respective building type.N110l.2 1' _Yapor retarder on warm in winter side of walls, ceiling and floors R318 t/1* *oHeater heat traps IECC 504.7 v/ Ductsealing and insulation N1103.3&4 or IECC 503.3.3.3, 503.3.3.4.3 l/Pl^tmatch quantities & values on a "passing" REscheck compliance report M. Mechanical / Gas appliances not in bedrooms, bathrooms, toilet rooms, or storage closets G2406.2 -/v Room access 24" rfinwidtlr/Attic access clear opening 20x30Alnder floor r.o.22x30. M1305-/ V Oryer Vent length 25' maxd 8' transition (-5'per 90 deg tums) M1501.3-rr / _YlFlup chase shown on plans @-vents not to be inside insulated walls without insulation shield) , L'$dh^dovr , \/ ^\un --r--\ \- --v\ ! vn l- ^Ir- f- l\<,, Jt \v, r'\lr) ^ , REScheck Software Version 4.4-4 { {l Gompliance CertificatetYt I-l Project Title: Energy Code: Location: Construction Type: ProJect Type: Orientauon: Conditioned Floor Araa: Glazing Ar6a Percentage: Healing Degree Days: Climate Zone: Pennit Date: 2009lEcc ldaho Falls, ldaho Slnge-famlly New Gonstntction Unspeclfied 3,306fi2 l4Dh 7918 6 Ourner/Agent:Constructlon Site: Lot 3 Block 3 Canyonviw estates Rexburg, lD Designer/Contractor: Maximum UA: 32t Your UA: 317Compliance: 1.2% BetterThan Code Maximum UA: 32t Your UA: 317 Th6 % Bens d Wo.Eo lhan Codo Indsx ranects how close to compli{r lhe hotrge b bas€d m @dB tade{tf ru16. h DOES NOT pGt ldo en *tinstt ot emrgy use s €61 relsthD lo B nfiirrrtr|.codc hdtF' Envelope Assemblies Wall 1: Wood Frame, 16'o.c. &ienialion: Unspecified Walt 2: Wood Frame, 16'o.c. Orientation: UnsPecift ed Window 1: Vinyl Frame;Double Pane with Lorv-E Orientation: Unspecifl ed Door 1: Solid Orientation: Unspecifi ed Wdl 3: Wood Frame, 16'o'c. Orientalbn: Unspecif ed trvhdow 2: Mnyl Fname:Double Pane with l-w-E Oi€ntdisr: Unspocified Wall 4: Wood Frame, 16'o.c. Orientation: Unspecifi ed Wndow 3: Vinyl Frame:Double Pane with LourE Orientation: UnsPectfied Basemont Wall 1: Sdid Concreto or Masonry Orientation: Unspedtied Wall height:9.0' Depth below grade: 9.O lnsulation depth:9.0' 1,858 489 453 40 41 391 22 418 123 387 50.0 21.O 21.O 21-0 21.O 0.0 0.320 19 0.320 39 28 21 13 0.0 0.o 21 0.013.0 Ceiling l: Flat Cailing or Sciseor Truss ProJect Title: Data fi lename: C:\Users\Lori\Documents\REScheck\1 741 rushmore.rck Reporl date: 03113114 Page 1 of 2 Basemenl Wall I copy 1: Sotid Concrete or MasonryOrientaton: Unspecifi ed Wall height 9.0' Depth below grade: 9.O Insulation depth:9.0' Basement Wall 1 qy 2: Sotld Concrete or Masonry Orientatkm: Unspecifi ed Wall height 9.0' Depth bolow grade: 9.0' Insulation depth: 9.0' Window 4: Vinyl Frame:Dolble Pane with Low-EOrientation: Unspecifi ed Basement Wall 1 copy 3: Solid Concrete or MasonryOrientation: Unsp€cified Wall height 9.0' Depth below grade: 9.0' hsulailon depth:9.O \Mndow 5: Vinyl Frame:Double Pane with Low-E Orlontation: Unspecifted 339 0.320 't5 436 0.320 10 150.0 0.0 48 32 Comdiance Satet'tenf The proposed building deslgn described here is consistenf with the building plans, specificatioils, and other calctlladonssubmifted- with the permit application. The proposed building has been designed to m6€t the 2009 tEbC reqd;;entB in REscteckversion 4.4.4 and tocomply with th6 mandatory requlr€ments listed in the RESctreck Inspedion-checklist Name - True Signat re C:\Users\Lori\Documents\REScfreck\1 741 rushmore.rck ReportProject Tille: Data filename:o3t13t14 Page2of 2 14-00123 588 Terra Vista Dr - SFR Office Copy York Engineering Inc. Structural Calculations Dl 83 L3 Canyon View Estates Rushmore Copper Creek Homes 1825 Midway Ammon,Idaho 83406 INOIMI[IN March 14,2014 Structural Calculations For: Copper Creek Homes Plan #: Rushmore Location: Dl 83 L3 Canyon View Estates From: York Engineering Inc. 2329 W. Spring Hollow Rd. Morgan, Utah 84050 (801) 376_3501Design Criteria 2012 IRC: RoofLoad; Roof Live Load (pSF) 40 Dead Load (pSF) t5 Floor Load; Live Load (PSF) 40 Dead Load (PSF) l0 Seismic Zone; D Wind Speed: 115 mph ult. Exposure C or 150 mph ult. Exposure B March 14,2014 Material Properties & Assumptions Concrete (fc'): 2500 psi(found.) to 4000 psi (susp. slab)concrete Reinforcement: ASTM 4615 Grad" oo a Grade 40Site Conditions: Dry & Stable granular based, 1500 PSF Bearing Capacity,Granular BasedBackfill (KH:35 pcf),Slope not to exceed 2}%o,setback from slopes is -ini1nurn of 25,Dimensional Lumber: Hem or Doug Fir #2 & BTR Steel: ASTM ,436 Use Simpson straps and tie downs, and meet nailing, reinforcement and other structuralrequirements as noted on the drawing and within the pages of this document. These structuralcalculations are based on conditions and assumptions tis-teO above. If the conditions listed hereinare not met or are different it shall be brought to the attention of the engineer. Roof Truss andbeam system to be engineered by the suppier. This engineering assum-es that the building site isdry and stable, a high water table or adverse soils such is plastic clays, fills etc. could causefuture flooding, settlement, site instability, or other adverse conditions. Verification of andliability for the soil bearing pressure, site stability, and all other site conditions, including siteengineering as required, is the responsibility of others. These calculations uno "nlinr"ring are for 1!: ry* building structure only and do not provide any engineering analysis of oi'liability/warcanty for the non-structural portions of thi buiiding, oithe site itself. york Engineering Inc. does not assume the role of "Registered Design professional in ResponsibleCharge" on this project The purpose of these calculations and-engineering is to t "rp reducestructural damage and loss of life due to seismic activity and/or tri-gh winiconditions. Thecontractor shall verify all conditions, dimensions and siructural Oetaits of the drawing.All exterior walls shall be sheathed with7116" APA rated structural wood panel. Block allhorizontal edges I Yz" nominal or wider. Sheathing shall extend continuous from floor to topplate and be nailed at least 4" O.C. along sill plate. Nails shall be placed not less thanVz,, fromedge ofpanel and driven flush but shall not fracture the surface ofth" sheathing. Extend rMlt{ttuill0 sheathing over gable end to wall joints & over rim joist between floors and nail to rim and wall plates 6" O.C. The following general requirements shall be followed during construction: 1. Contractor to veriff all dimensions, spans, & conditions and notify engineer of any errors, omissions, or discrepancies prior to construction. 2. Use Simpson A35 ties each cantilevered joist to sill or top plate. 3. Use Simpson Hl, H2.5 or equiv. ties each end of each truss. 4. Use l/2" x 10" J bolts 32" O.C. all foundation walls up to 8'. Use 5/8" bolts with all walls over 8'high. lJse 3" x 3" x l/4" washers 5. If discrepancies are found, the more stringent specification shall be followed. 6. All multiple beams and headers to be nailed using 16d two rows 12" O.C. 7. Contractor shall assure that all materials are used per manufactures recommendations. 8. Site engineering and liability shall be provided by the owner/builder as required. 9. Connect beams & headers over 6 ft., to trimmers with appropriate connectors/hangers. 10. Contractor shall assure that footings are properly drained and that soil is dry and that footings rest on undisturbed native soil and that building horizontal clearance from footings to adjacent slopes be a minimum of 25 feet and that the intent of IRC section R403. I .7 .2 is met. If set back requirements of R403.1 .7 .2 cannot be met then contact engineer for further design requirements. 10. The contractor shall conform to all building codes and practices as per the 2012 IRC. 11. Use balloon framing method when connecting floors in split level designs. 12. Nail all shear walls to floor joist using 2: 16d 16" O.C. Add additional floor joist as reqd. 13. Provide joist and rafter hangers as per manufacturers' specifications. 14. Foundation steps shall not exceed 4 feet or Yrthe horizontal distance between steps. Horz. re-bar shall be 12" O.C. through step downs and extend 48" either side of step 15.If garage return walls are less than 32" wide then extend headers across return walls with 2 king studs on either end extending from the top of the header to the bottom plate or install (2) MST 36 straps each end of header extend across wing walls. 16. Use a minimum of 2-9 Yz" LYLs for all headers carrying girder loads. 17. Use 1 1/8" wide timberstrand or equiv. for all rim joist 18. Provide solid blocking through structure down to footing for all load paths. 19. Builder shall follow all recommendations found in all applicable Geotechnical reports. 20. Stacking of two sill plates is permitted with 5/8" J-bolts through both plates. Stacking more than two plates is not permitted without special engineering Footing Calculations Concrete Specs Density (pcf) Strength (psi) Plan: Rushmore 1643 G Date: 14 March 2014 Location: L3 83 D1 back front left 150 150 2500 2500 33 150 2500 3 0.67 8 0.67 8 0.07 1.50 18 0.83 10 0.19 1.50 16 0.44 16 0.32 2 0.05 0.81 1.06 0.71 1U 10 interior 150 2500 3 right 150 2500 3Clear Cover Thickness (in) Foundation Overall Height (ft) Height (in) WallThickness (ft) Thickness (in) Weight (kips/|ft) Footing Specs width (ft) Width (in) Height (ft) Height (in) Weight (kips/|ft) Area per lft Soil Specs Density (pcf) Soil Pressure (psf) Weight (kips/|ft) Building Loads Roof span Roof (kips/|ft) WallHeight (ft) Wall Load (kips/|ft) Floor span Floor Loads (kips/|ft) Total(kips.lft) CalculationsTotalWeight on Soil (kips) SoilLoad (ksf) Required Footing Width (in) Required Footing Depth (in) 0.67 8 0.67 I 0.07 1.50 18 0.83 t0 0.19 1.50 125 1500 0.03 32 0.88 10 0.20 16 0.40 1.48 1.73 1.16 1E 10 0.67 8 0.67 8 0.07 1.50 18 0.83 10 0.19 1.50 125 1500 0.03 5 0.14 14 0.28 16 0.40 0.82 1.O7 0.71 1E 10 125 1500 0.03 0.67 0.08 81 0.67 0.67 88 0.07 0.01 1.50 1.33 18 16 0.83 0.83 10 {0 0.19 0.17 1.50 1.33 125 125 1500 1500 0.03 0.00 200 0.55 0.00 16 12 0.32 0.18 232 0.05 0.80 0.92 0.98 1.17 1.16 0.78 0.87 lE 16 10 10 Plan: Rushmore 1043 G Date: 14 March 2014 Location: L3 83 D1 Seismic Calculations Loading Summary Floor Dead Load (ps0 l0 Floor Live Load(pso 40 Walls (Ext)(psD 20 Walls (lnt)(psf) 10 RoofDead Load(ps0 15 Roof Slope Exterior Snow Load Reduction Slope Snow Pitdr over 20 Rs Reduction L.L.- Reduc-tion Total Load Seismic Zone E Roof LL(pso /O RoofDL(psD 15 an2 V=CS'VV/1.4 Fa= 1 R= 6.5 table 1617.6 Ss= 0.9 Sms= 0.9O eq. 16-16 Sds= 0.60 eq 1G18 Cs= 0.111 pereq.1649 Adj. Factor 1.4 Cs= 0.0790 Length Vv(psf) Lb/fr \Mdth W(b) 65 23 1495 15 67275 roofwall 8800 Total Mass Tributary to Roof Levels = 76075 Shear M(lbs) Roof Levels = 6013 Length rypsD lb/ff \ /ldth W(b) 65 10 650 45 0 wall height 0 8800 Total Mass Tributary to Floor 2= 0 Shear M(lbs) Floor Levels = 0 Length V\i(psD lb/ft Wdth W(b) 65 10 650 45 16430 wallheight8 11000 Total Mass Tributary to Floor 1= 27430 Shear M(bs) Floor Levels = 2168 combination Sei3mic Paramaters u U 6013103505 6U1 3 H(x) w(x) kip W(x)H(x)14.7 76 11161.0 O O0.000 Totals 76 'l'116 0.u0539 Totat shear(tba) = F (torar) 6.O3.U3.03.U3.U r-(totar) 6.03.0 3.U3.U3.U r- (totar)6.O3.03.U 3.03.O 33.69 40.00 40.00 55.00 Roof Floor 2 Floor 1 Floor 1 Lateral Fonce Floor z Lateral Fonce Rool Lateral ForceTotal selsmlc Mass = Total Lateral Force = sol3mlc Fonc€ Dlstribuuon* Roof Sections * Roofl- loor 1 Floor 2 V/sum(W-Hl) = E asement sneer watl Total Load (kips) ngnt srde len srde lront Dad( Floor't Sneer watl Total Load (kips) nghl srde left srde trcnt bacl( Ftoor z Sneer watl Total Load (kips) nght srde |en srde iront back sh6ar wall crittcal Lengths wail DL t-toor DL Front 2ao 4o0 Back 2OO 400Righr 320 50Lefr 32O 50 Calculate Uplilt , Force Req'd to Provent OT 0b3,Panef Length (fr) 2 3 Front 1166 622 Back 1212 226 Right -23 -636 Lefr 26 -514 o/oFotc€ Total Sheer I 100.00% 6.0131018o.o0% 6.0131018 o.ou% 6.0131018 16U13 Shear \ /all Load (plDNot Appltcaole Not Applr€ble Not Applrcable Not Applrcable Shear Wall Load (plD6t61125 1/l Shear Wall Load (plf) Not Appltcalble NOt ApplrcableNot AppltcaDle Not Applicable Rool uL uL (pB) cntt€r | (n) 137-5 544 4880 9E6 3 550 613 2 440 539 2 468 77 -1012 -2101 -759 -273'l -4702-1244 -2474 -3699 -1053 -2132 -3211 Lengtn lo 10 10 10 Length 45 492417 Lengtn 10 10 1010 Plan: Rushmore 1643 G Date: 14 March 2014 L@tion: Lg 93 Ol Wind Lqding Calculations using Maln Windfo@{ellltlng Syltem (MWFRS) Longiiudinal Dicction WdblgnGdd.tu P=wind load*exo @efflw P=Design Pre$urc Horizontal Wnd Load (from table 1609.6.2.1(1) Wsll Load (psf)= end zone (A) inlerior zone (C) Roof Load (ps0= end zone (B) interio.zone (D) Veni@lWnd Load (frcm lsble 1609.6.2.'l(1) Roof Load (ps0= end zon€ windmrd (E) 1.1 end zone leeward (F) -8.8 interiorzonewindward(G) o.4 interiorzone leMrd (H) 0.4 Exposur€ Coeflicient (from table 1609.6.2.1(4) 1.21 lFlmportan€ Facior(ftomtable 1604.5) '1.0 Wind SFcd - Exposura Rd Sbpo - Rd Angb (d€e)- Pryind load"exp @efllw horizontal mll interior horizontial mll end zone horizontal @f interior horizontal @f end zone veril€l end zone windward verti€l end zone leMrd verli€l interior zone windwrd verti€l interior zone leward .4'Hmean .1'base End Zone Width (f,) Interior Zone Wdth (fr) &bb R6t Ld HlpRdld W.il Ld Floor I Dlaph.qm Sh@r Total Shear (lbs) Front Wsll Length Back Wall Length bldent Dl.phrtm Sh€r Total Shear (lbs) Frcnl Wsll Length Back Wall Length 't4.4 11.5 9.9 7.9 90 RoofHeight'|1.33 C WallHeight 9 Truss Span 34 I t12 33.69 Sine = 0.5547 Minimum Pressurc Adjusted 13.92 13.92 17.42 17.42 9.56 10.00 11.98 11.98 1.33 1.33-10.65 0.00 0.48 0.48 0.48 0.48 5.8666667 4.5 4.54.5 36 2nd sloryEnd Zone Wdth (ft) 2nd Storylnterior Zone Wdth (fl) WHth tdlth end zone windmrd 5 30.25 leeward 5 30.25 interiorzone windward 36 30.25 l€ward 36 30.25 For@ (lbs) 219 3537 3755.62 Fore (lb) 6109 840 6949 2nd Stor Fo.@(|ffi) Fo@ (lU 157 1s6.82 501 500.94 oct.ts oca.ro Fo.e (lb6) OU 0 545 545 WHth Helght Wind Load End 4.5 2.4 17.42 lnterior 36 4.27 13.92 Sum = Area wtnd Ld End 510 11.98 lnterior A4 10.00 Toial Wldth Height Wind Load End 4.5 1.0 17.42 lnlerior 36 1.00 13.92 Sum = Wlnd|d TRUE FALSE TRUE Fbr2 Dlaphr{m Shet Total Sh€ar(lbs) 6949 Frcnt Wall Length '10 Bac* Wall Length 10 ShearWall Loads (pl0 Not Appli€ble Not Appli€ble ShearWall LoadE {plo ShsqrWall Loads (plt) Not Appli€ble Not Appli€ble Total 18556 Totsl (plO 84 Cdti€l Wall Length (ft)= FronlWell DeEd Load (plt= 544 Frcni Wall Criti€l Length (fi)= 5 Backwall Dead Load (plD= 986gack Wall Criti€l LEngrh (ft)= 4 Calculate Uplift , Fo@ Req'd to PEvent OT (lbsl Panel Lenglh (fl) 2 3 1221'l 24 254 17 359 12869 10 10 1066 836 1254 803 4661012 606 1il6 -314 -774 -1234 352 -549 -1450 -2352 -3253Frcnt Back plan: Rushmore i643 c Date: 14 Msrch 2014 Lo€tion: L3 83 D1 Wind L€ding Calculations uslng Main Windfo@-Reslsting System (MWFRS)TBn!v6Fe DiBction Wlnd Oslgn C€ffictcil3 P=wind load.exp @efllw P=Design Pressure Horizontal Wind Load (fromtabte 1609.6.2.1(i) Wall Load (psf)= end zone (A) 14.4interio.zone (C) 11.sRoof Load (psD= end zone (B) 9.9 interior zone (D)7.9VertietWind Load (from iabte 1609.6.2.1(i) Root Load (psD= end zone windwrd (E) i.1 end zone teeward (F) -8.8 interiorzonewindward(c) 0.4inleriorzone leeward (H) O.4 Exposurc coefficient (frcm tabte 1609.6.2.1(4) .t.2.1 lFlmporlan€ Fador (ftom lable 1604.5) ,| O Wlnd Srd: Erposura Rd Slots - Rd Angb (doe)- Pryind load'exp @efltw horizontial wsll inlerior horizontal wll end zone horizonlal rcof inlerior horizontal @f end zone verti€l end zone windward verti€l end zonE leward verti€l interior zone windward verli€l interior zone lesard End Zone Width (ft) Intedor Zone V\,/ldth (fl) Gabb Rd Ld HlpRdLd Wail Ld V.iblFo@ 90 Roof Height 1 1.33333C Wail Height 9 Tru$ Span 34 a t1233.69 Sine = 0.5547 Minimum pressure Adjusted13.92 13.92 17.12 17.42 9.56 10.001r.98 11.981.33 1.33-10.65 o.oo0.48 0.480.48 0.48 WHth HdghtEnd 4.5 2.AInterior 56 4.27 AreaEnd 736.6667Interior 130.6667 a:1 2nd storyEnd Zone Vltdth (fi) 4.s56 2nd storytntedor Zone Widili (ft) 56 Windld Fo@(tbsl17.42 21913.92 5502Sum = 5720.63 't't.98 8825 10.00 't307 fotlal 10131 Wk S bngthend zons windwrd S 42.75fward S 42.75interior zon6 windward 56 42.75tewad 56 42.75 Height Wlndload Fo@flbr)'f .0 17.42 157 1.00 13.92 779 Sum = 996.056 Wnd Ld Fo@ (tb)TRUE 96FALSE OTRUE 1197TRUE 1197 SherWall Loads (ptO Not Appli€ble Not Appli€bte ShearWall Loads (ptf) 180'196 ShearWall Loa& (pt0 NolAppli€ble Not Appli€ble wldthEnd 4.5Interior 56 2nd Story 156.8.t6 779.24 936.056 Fbor 2 oiapfr.{m Sher Total Shear (lbs) Lefi Wall Length Right Wall Length Floor I olaphr{m Sher Totel Shesr(lbs) Lefi Wall Length Right Wall Length hs4.nt Dl.phr{m Sher Total Shsar (lbs) Lef, Wall LEngth Right Wail Lengrh C.itical W.ll Length (ft)= Left Wall Dsad Load (ptf)= Lefr Wsll Criti€l Length (ft)= Righl Wall Dead Load (pto= Right Wall Crili€l Lengrh (ft)= 10't311010 17620 49 45 '18556 10 10 539 6r3 Calcqlate Uplift, Force Req,d to pcvent OT(tb!)Panet Length (n) 2 g lronr 603 360Back 625 351 Total '12869 Total (plD 63 468't27 -349 -825 76 -473 _1022 10 12-1301 -1777-1571 -2121 Plan: Rushmore 1643 G Date: 14 March 2014 Loetion: L3 83 D1 TJI Joist Span (fi) Depth Load Parameter3 Floor Dead Load Floor Live Load Total Floor Load Slmple Span Jobt Duration lnsease Joist Span(n) Joist Spacing Joist Weight (plf) Joist Loading (plO Max Reaction (lbs) Max Moment (FtLb/lD Max Shear Lb Determine Jobt Size Depth Max Mornent 100% (fi-lbs) = F. S. for moment = Max Shear 100% (lbs) = F. S. for shear = Bearing Required (in.)= Live Load (1 t60) = Total Load (U240) = Elx10 6(lb-in^2) Live Load Deflection (in) Total Load Denection (in) Live Load F of S Total Load F of S 210t6 11.88 10 40 1 16 16 2.8 69 556 2223 556 11 7/a" 3620 1.63 980 1.74 2.00 0.53 0.80 243 0.31 0.40 1.73 1.99 Selection 117/8" 210's@ 16"o.c Plan: Rushmore 1643 G Date: 14 March 2014 Location: L3 83 D1 BCtJO|STS Span (ft) Depth Load ParameteE Floor Dead Load Floor Live Load Total Floor Load Simple Span Jobt Duration Increase Joist Span(ft) Joist Spacing Joist Weight (plf) Joist Loading (plD Max Reaction (lbs) Max Moment (FtLbIf) Max Shear Lb Determine Jobt Size Depth = Max Moment 100% (ftJbs) = F. S. for moment = Max Shear 100o/o (lbs) = F. S. for shear = Live Load (U360) = Total Load (U2aQ = El x 10^6 (lb-in^2) K x 10^6 (lbs) Live Load Deflection (in) Total Load Deflection (in) Live Load F of S Total Load F of S 6000 17 1 1.88 10 40 50 1 17 16 2.5 69 588 2499 588 11 7t8" 3670 1.47 1175 2.00 o.57 0.85 305 o 0.36 o.47 1.58 1.82 Selection 11 7n' 6000 @16' Plan: Rushmore 1643 G Date: 14 March 2014 Location: L3 83 D1 RB4 RB-sSawn Lumber Load Parameterc Floor Live Load(psf) Floor Total Load(psf) Floor 1 Span(ft) Total Floor Load(plf) Wall Height (ft) WallWeight (psf) WallLoad(plf) Roof LL (psf) Total Roof Load(psf) Roof Span(ft) Total Roof Load(plf) Beam Weight (plf) Live Load (plf) Total Load (plf) Reactions & Moment Duration Increase Beam Span(ft) Reaction 1 (lb) Reaction 2 (lb) Max Moment FtLb Max Shear Lb Determine Beam Size Depth Estimate (in) \Mdth Estimate (in) CF= Area = Momemt of Inertia | = Maximum Bend Stress = Allowable bend Stress Factor Of Safety = Allowable Sheer Stress Max Shear Cap (lbs) = Factor Of Safety = Bearing Required = E (psi) Deflection LL (in) Lload Def. Limit L/ Allowable Deflection (in) LL Deflection F/S Deflection TL (in) Tload Def. Limit U Allowable Deflection (in) TL Deflection F/S Selection 40 50 0 0 2 20 40 40 55 36.5 1004 4.4 730 1 048 11 54 533 2096 533 2096 666 2096 533 2096 5.25 7.25 33 1.40 1.20 15.75 2't.75 36 95 580 957 1190 1020 2.05 1.07 210 180 2205 2610 4.14 1.25 0.44 1.73 1300000 1300000 0.02 0.03 360 360 0.17 0.13 6.97 3.93 0.06 0.05 240 240 0.25 0.2 3.92 4.10 2:2x6 2:2x8 40 50 0 0 5 20 f00 40 55 4 110 3.2 80 213 FB-1 40 50 41 1025 0 20 0 40 55 0 0 4.4 820 1029 1 4 2059 2059 2059 2059 7.25 3 1.20 21.75 95 940 1020 1.09 180 2610 1.27 1.69 1300000 0.04 360 0.13 3.50 0.05 240 0.2 4.18 2:2x8 Plan: Rushmore 1643 G Date: 14 March2014 Location: L3 83 D1 LVL Beam Load Parameterc Floor LL (psf) fotal Floor Load(psf) Floor Span (ft) Total Floor Load (ptf) Wall Height (ft) WallWeight (psf) Wall Load (plf) Roof LL (psf) Total Roof Load (psf) Roof Span (ft) Roof Load (plf) Beam Weight (plf) Live Load (plf) Total Load (ptf) Reactions & Moment Duration lncrease Beam Span(ft) Reaction 1 (lb) Reaction 2 (lb) Max Moment FtLb Max Shear Lb Max Shear Stress (psi) Determine Size Depth Estimate (in) Width Estimate (in) Cross Area (in^2) Allowable Bending Stress = Allowable Moment = Momemt of Inertia | = Factor Of Safety = Allowable Sheer Stress (psi)= Allowable Sheer Force (lb)=Factor Of Safety = Bearing Required = E (psi) Deflection LL (in) LLoad Def. Limit L/ Allowable Deflection (in)LL Deflection F/S Deflection TL (in) Tload Def. Limit L/Allowable Deflection (in) TL Deflection F/S Selection RB-1 RB-2 RB-3 FB-2 FB-4 111 1896 2179 808 3090 2179 808 30909803 1819 46342179 808 3o9o 52 24 122 11.88 9.50 7.253.5 3.5 3.5 42 33 252604 2684 278417862 11775 7115489 250 1111.82 6.47 1.54 285 28s 2857900 6318 48213.63 7.81 1.56 0.83 0.31 1.181900000 1900000 19o0oo0 0.20 0.02 o.1o 360 360 360 0.60 0.30 o.2o2.95 12.07 2.O7 0.62 0.06 0.14 240 240 2400.90 0.45 o.3o 1.46 8.06 2.11 40 40 50 50 15 32 375 800 00 20 20 00 40 40 55 55 00 00 612 300 640 381 812 11 4 5.2 762 2111 762 2111 762 2745 762 2111 38 51 11.88 11.88 1.7 3.5 20 42 2604 2604 8676 17862 238 489 11.39 6.51 285 285 3837 7900 5.04 3.74 0.60 0.801900000 1900000 0.00 0.01 360 360 0.13 0.'t734.82 15.30 0.00 0.01 240 2400.20 0.26 41.14 18.08 40 40 40 50 50 50000 000 633 20 20 20120 60 60 40 40 4055 55 554435 110 110 96312.1 10 7 80 80 7oo 242 180 1030 2: 11 718" 2: g /2" 2: T 114', 1: 11 71g,, 2: 11 Tlg,, Plan : Rushmore 1643 GDate: 14 March20'14Location : L3 83 DlMicro-Lam Beam Uniform Loads Uniform Floor Span (fr) Total Uniform Floor Load (ptDWall Height (ft) Wall Weight (psf) Watt Load (ptO Uniform Roof Span (ft) Totat Uniform Roof Load (plDPoint Loads 1 Distance from Lefr (ft) 1 Point Live Load (lb) 1 Point Dead Load (tb) 2 Distance from Lefi (ft) 2 Point Live Load (tb) 2 Point Dead Load (tb)Partialy Uniform Loads1 Uniform Span (fl) 1 Live Load (pt0 1 Dead Load (pt0 1 Distance of tefr side (fr)'l Distance of right side (fi) 2 Uniform Span (ft) 2 Live Load (ptD 2 Dead Load (ptD 2 Distance of tefi side (fi)2 Distance of right side (ft) Tapered Load Tapered load teft (pt0Tapered toad right (pt0 Lefi Distance (ft) Right Distance (fr) Beam Weight (ptf) Reactions & Moment Duration Increase Beam Span(ft) Left Reaction (tb) Right Reac{ion (tb) Max Moment FtLb Max Mom dist from Left Max Shear LbMax Shear Stress (psi) Determine SizeDepth Estimate (in) VMdth Estimate (in) Cross Area (in^2) Max Moment 10070 = Momemt of Inertia | = Factor Of Safety = Max Shear 100y0 = Factor Of Safety = Bearing Required = Load S Beam S S Factor of Safety E (psi) Deflection LL (in) u360 LL Deflection F of S Deflection TL (in) u240 TL Deflection F of S Selection FB.3 0 0 0 20 0 0 0 3.5 656 164 7 0 0 o 0 0 1 6 0 0 0 8 10 0 0 6 8 5.86 1 8 484.7 382.2 1660.4 3.5 4A4.7 24.O I1.88 1.7 20.20 8664.08 237.53 5.2i2 36.00 7.92 o.52 7.66 39.99 5.22 1 900000 0.03 0.27 9.89 0.03 0.40 11.4 1: 11718" LVL ti l:qJ* 35 P: CEsi i$ l3:: li.nE{Ytrdc; r: s6 t6 t 6. .9 !i'! e ti6! .:Pda :!Es6:o= $ 5 F {,6 o = oF E 5:t*t*i6eI e s *[c 5: 5S rg .9 i e 5;lil.tbitot6.s : :.sdt! =; i9olL < E {6zlrcidv ES) i ot o5ii EE h-P :^*{l d6;paEg E P53$.:56s.ri q.e ;5t; sii-!S:s! *'s qxloi*J t i.i* g5; 3ri h:" i'l 6i€ts oA oJ zIotu AI tL, tlo,lf tL: 0" u-oL Ot|Jlt,-nn 'cA:<{:QOi-rJ;O 9ifi ljA A{oJ J{FoF .u rt ;ed $l stl ui;t :l tl ii$liijfl !E:5l iiF I gY liai!Yr:! :ds ;t {! ,*F&eb , $,-$ r,$fp ii*,s,+ $'iffii $fgEE $$ $r,-,,,*u$ f$ii$3{ Ei-E flfl, s * r $if$fF, f,Hfl r'$iitg*g$$i ffi$$sssF$$5 flg$ $$53t€$rrt$$ 3ifE$ t3 tt 8lil =lII<l .l EI-l dl rltl EIdl ilr;\\:/ Fl $i 6lJIgi $il !lrl tl$l $lilsil III ilEIfl!l G) =i**F:F:"5i: iF l:3 ! r' !Et ;;* l3 3: $E I EE 85t€ IIj III "ltl9IIIrl ilfl9lJl l5l orx GIHxt hHl - :l 5 ot .2 El i 9l {+t Bql q -l 5.sl I xl ! Ht =&t6 '6 - r'E: 6>i.r;;if ! F:€*a.iaP z :; i XJd>E ;ii3iri, il.iri8E! 3&;:E;i; R 8i !:(; . -; nItiaE*il5 ffi Design spans 16' 4.250,' Lot 5 Belmont Long SS 16,-10,' CS Beam4 605kmBemEngine 4.6026 Member Data Description: Standard Load: Live Load: 40 pSF Dead Load: 1S pSF Member Type: JoistTop Lateral Bracing: Continuous P.oTom Lateral Bracing: ContinuousMoisture Condition: DirDeflection Criteria: Ug-OO tive, Lt24O totalD.eck Connection: Glued & NailedFilename: FJ 16. 10 SS Bearings and Reacttons Location Tvoe1 0' 0 000" WLlr Maximum Load Case Reactionsuseo ror appryhg point toads (or line loads) to carrying memb€FLive Dead'l aze*r coz ^rct11?l.l??!pt!) 164#(1z3ptr) Product: 11 7tg. RFpl-400 16.0,,O.C. Design assumes continuous lateral bracing along the top chord.Design assumes continuous.taterar oriiini ffi; il; ionom chord.Lateral support is required at each bearingl PAS$ES DESIGN CHECKS Allowable Stress Desig; Positive Moment Shear End Reaction TL Deflection L Actual 2452.'# 600.# 600 # 0.3317" Allowable 4315.'# 1480.# 1098.# 0.8177" Capacity 560/o 40% 540h L/591 Location 8.56' 0' 16.83' 8.56' 8. Loadino Total Loadb+L Total Load D+L Total Load D+L Total Load D+L otal Load L 0.241 51',Control: Pos. Moment DOLs: Live=100% Snow=1 15oloRool=12|o/o Wnd=160% All produd names are tEdemarks oflhojr rosEcwe ownets Copydght (C) 20t3 by Simpson Strong_Tie Company Inc. ALL RTGHTS RESERVED.ssrng rs detind as when the member, Roorjoisl, b€am ot older, shown on this drawim h :'jJ:#'l"JffHr*f"Pl"::*;^.:1ryf9*ilions'andspaN|isledonthissh€e|'Th6 FIOSHBUFIG Lot 5 Belrnont Long MS 43'-l l,' CS Beam4 605 kmBemEngrne 4.6026 Member Data Description: Standard Load: Live Load: 40 pSF Dead Load: i5 pSF Member Type: JoistTop Lateral Bracing: Conttnuousp_otlom Lateral Bracing: ContinuousMoisture Condition: Dir R:!:"lon Criteria: vg'oo rive, Lt24O total Application: Floor Building Code: IBC/lRC Deck Connection: Glued & NailedFrrename: FJ 43.11 MS 4311 0 ". ;rys n;l Location 2' 0.000, 16' 10.000, 30' 5.000" Material DFL Ptate (625psi) DFL Ptate (62spsii Gravity Reaction 626# 1238# 1075# 526# Gravity up_l]tt Design spans 2' 0.000'(leftcant)14'10.000'13'7.000'11'9.000'1' 9.000" (right cant) Allowable Stress DesE; Positive Moment Negative Moment Shear Cant. Shear, Lt Cant. Shear, Rl Int. Reaction TL Deflection LL Deflection IL Defl., Lt. -L Defl., Lt. rL Defl., Rt.-L Defl.. Rt Actual 1463.'# 1712.'# 656.# 146.# 128.# 1238.# 0.1499,' 0. 1 189,'-0.0597" -0.0473 -0,0286' Allowable 4315.'# 4315.,# 1480.# 1480.# 1480.# 2250.# 0.7417' 0.4944' Capacity 33% 39% 44% 9% 8% 550/o L/999+ L/999+ 2U804 2L1999+ 2U999+ Location 8.68' 1 6.83' 16.82' 1.99' 42.17' 16.83' 8.68', 8.68' 0' nl 43.92' 43.92' Loadino Even SpaniD+L Adjacent 2 D+L Adjacent 2 D+L Total Load D+L Total Load D+L Adjacent 2 D+L Even Spans D+L Even Spans LEven Spans D+LEven Spans L Even Spans D+Llontrol: Max Int. React. ,DOLS: Live=1OO% Snow=115% Roof=12lo/oLen cantrtever allowable shear is for ioist onlvK19nl cantttever allowable shear is for joist only Wind=160% All producl nares arc tradema*s oftheir respeqve ownoF Wifii*SSN copvrisht (c) 2013 by sirqpson skons-Tie company lnc. ALL RtGHTs RESERVED.,srng rs defned as whe; the member, floor id :#"Jff]g$::::f*:.g;r_odms-c-ondiri9m, and spans risred on this sh6et. rhe Product: 11 7tg" RFpl_400 16.0,,O.C. Design assumes continuous laterat bracing along the top chord.D_esign assumes continuous taterat bracini;;fi il; iottom chord.Lateral support is required at each bearingi PA$$ES DESIGN CHECKS Scale = 1:25.8 TI lq? ,t:tolIrl lol "Jryc SPACING 2-0-0 Plates Increase 1.15 Lumber Increase l.1S Rep Stress Incr YES Code lRC2009iTPl2007 DEFL in (toc) t/deft UdVert(LL) -0.01 2-B >999 360Vert(TL) -0.03 2-8 >999 Z4OHorz(TL) 0.03 6 n/a nlaWind(LL) -0.01 2-B >999 24O LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD 2x4 DF 1800F 1.6Eor2x4 DF No.l&BhBOT CHORD 2x4 DF 1 800F 1.6E or 2x4 DF No.1 &BrrWEBS 2x4 DF Stud/Sto OTHERS 2x4 DF Stud/StdSLIDER Left 2x4 DF Srudistd 2-1 1 -10, Right 2x4 DF Stud/Std 2-1 1 _10 PTATES GRIP MT20 220t195 Weight:50 lb FT = 0% Structural wood sh€athing direcily applied or 6-0-0 oc purlins.xrgrdjerting direcfly applied or 10_0_0 oc bracing. ek recommends tnat Stabilizers and required crossbe installed during truss erection, in accordince with Stabilizei BRACING TOP CHORDBOT CHORD REACTIOMi (lb/size) 2=567/0-5-8 (min. 0-1-8), 6=567/0_5_8 (min. 0_1_g)MaxHon2=-70(LC 7l Max Uplifr2=-75(LC 9),6=_75(LC 9) IglC^-El!!) - Max. Comp./Ma! T9n.-- ry! forces 250 (tb) or tess except when shown.rop cHoRD 2-13=-76et28,-13-lfgq!49q, 3-14=-6isi38, s-4=-622:t$;, q-s=-iaidiio, s_15=_675/28,1 5-1 6=-685/26, 6-1 6=-7 69/22BOTCHORD 2-8=0/557,6-8=97557 WEBS 4-8=0/417 NOTES 1 ) Unbalanced roof live loads have been considered for this design.2) wind: ASCE 7-05; 90mph; Tcnl=4'2psf; BcDL=4.2psf; h=25fi;.8=4511; !+1fl; eave=4ft; cat. il;.Exp B; enctosed; MWFRS (a1 heights)and c-c Exterior(2) -1 -7-0 to .1 -5-0, Inierio(1 ) 1 -5-0 tb s-o-0, Exte*o(zj s-o-o ib e-il-o ion"; cantirever teft and right exposed ; enc,vertical left and right exposed;c-c for mem66rs and torces & MWFRS for reactionssnown; Lumber DoL=l.60 ptate grip DoL=t .603) Truss designed for wind loads in the plane of the truss only ror stuJs expoilJt^o-{'1-Jjnorr"r to the face), see standard hdustry.. Gable End. Detairs as applie,abre, or c6nsurt quarified buirdi;g designer as iler erudrnpfr'.4) Gable studs spaced at 2-0-0 oc.5) This truss has been desioned for a 1 O..o.psf bottom chord live load nonconcurrent with any other live loads.u) "tff:'jrndtl"r'ltG) 2' 6 co-nsiders parallel'to gr"in u"lr" uring nrlsrnFria"lie io irainlc,'rrrr.. Buitding designer shoutd verify capaciry 7) Provide mechanical connection (by others) of huss to bearing plate capable ot withstanding 75-lb uplift at joint 2 and 75 lb uptift at joint 6.8) This truss is designed in accorddnbe with ihe 2009 Intern;io;;t Resid'ential cooe seciions R502.1 1.1 and R802.10.2 and referencedstandard ANSI/TPI 1. LOAOCASE(S) Standard Scale = 1:45.8 19oINtA lcll6 I|l d SPAC|NG 2_O_OPlates Increase 1.15Lumber Increase 1 ..lsRep Stress Incr NOCode lRC2009/Tpt2O07 DEFL in (toc) tldetlVert(LL) -0.05 7-{i >999Vert(TL) -0.09 7-B >999Hoz(TL) 0.01 7 nlaWind(LL) O.o2 7-A >999 Ud 360 240 nla 240 LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD BOT CHORD WEBS OTHERS FOBCES (tb) - Max. WEBS PLATES GRIP MT20 220/195 Weight:297 lb FT = 0% 2x4 DF 1 800F 1.6E or 2x4 DF No.1 &Btr2x6 DF 1800F 1.6E 2x4 DF Stud/Std .Except. Y5:?\4 DF 1800F 1.6,E.or2x4 DFNo.1&Brr2x4 DF Stud/Std Structural wood sheathing directly applied or 6_0_O oc purlins.Rigid ceiting directty apptLd o, OjO-O bC Uracin BRACING TOP CHORDBOT CHORD REACTIOTNS . . Ail. bearings 1 0-5-8 except (jt=tensth) 7=0_5_8.(lb) - Max Horz2=12OlLC 6\ I"'lo"nrf'li!1'3ol?lJo'?i"* atjoint(s) 12 excepr 7=-304(Lc 7),2=-357(Lc 12), 13=-761(Lc 12), 10=-561(Lc t"'ot"u.,fli;S,tlions250iborlessatioint(s)2, 13, 11,14, lsexceptT=3879(LC 1), 1o=6795(LC 1), t'uHcts (tb) - Max. Como./Max..Ten-- Alllorces 250 (lb) or tess except when shown.Igt 9l-191p 2.s=.ro4n6a, 3-4=_1 1ot 1 41 8, isJ6i;'4;;. 5_6=_1 4e0/1 3e 6-7:_aa1 1, 5-6=-1 490n 39, 6-7 =-4472t955Bor cHoRD ?l?;-"21!,',11']i]2="2:l,lilJl i-+ qqlirl4l il\i:iiirit'q,iit'i::;o',,,0,10-1 1 =-601/1 14, 10-27=_Bs/1 1BB, s_zz=_a3ri ie{ii it-zi=-ziiiiiiit',;:r;:.;Ziii;;;',8-29= -244 13540, 7 -29=-244 /95403-13=-126t642,3_10=-707/114, 4_10=_1781t192,5_10=_4072t352,5_9=_362/4671,6-9=-33791321, 6-8=-S1 174996 NOTES 1) 2-ply truss to be connected together with 10d (0.131,'x3',) nairs as foilows:Top chords connected as follo-ws: 2x4 - r ,o,,lt o_s 6'iJ.Bottom chords connected asJoilows: zxo _ iiowi Jt"'g;r"o at 0_4_o oc.Webs connected as follows: 2x4 _ t ,o* at O_g-O oJ. -""- :lfild:,iirffii{":t':fi',","'J,:'y.i::{:i,txfl ifi6:[";;,[J1:?,1'"i?;;,fls:1ff["glx.;ilJ;l*D cAsE(s) secrion p,v to p,v3) unbatanced roof tive toads have Oeen coniioeiei iiiir,]. o"rign.4) wind: ASCE 7-05; gomph; TcDL=4'zpsi; edor-Jipti;i=zsfr; B=4sft;L=241t;eave=4fr;.cat. r; Exp B; encrosed; MWFRS (ar heights);., Ti.til:l"-t 19ft "nd right exposed ; end'vertical t& "n[iiit'r "rpor"o; Lumoerrib]-iioo prate grip DoL=l.60:l .;i''#ilil!: i:'*ll$JL",illjlj[riili i!ff :ffi:ru;;; 5*;iti":tj,'11,"' #;i;;'H1"'n;a::; """ s,andard ,ndus,ry 6) Alf pfates are 2x4 Mf 2O i.rnless othenrvise i.,ji""t"j. *"- 7) Gable studs spaced at 2-O-O oc.8) This truss has been desioned lor. a 1 0'0 psf bottom chord live load nonconcurrent with any other live loads.tli:!['l:ffS?:ll'3iS?:iS:13?,tuv"it'L[l Ji'i". ti'6"1'ing prare capaoie oi wiir,ri"nling 100 rb uprirt at joint(s) 12 except (jt=rb)10) Beveled ptate or shim reouired'toprovidg lyff lgqrlng surface with truss chord at ioint(s) Z.t t ) lff.t:H";i,3ffi't|i: 't iccordance with the 200e litiinationat n"iio"nli"l cJaS;:iil." Rs02.1 1.1 and R802.10.2 and rererenced ;31,f,1,"3:H:!j!tid" ot ton "nord bearing and first diasonat or verticat web shail nor exceed 0.500in. NOTES 1 3) Hange(s) or other connection device(s) shall be pro^vided sufficient to support concentrated load(s) 1 754 lb down and .1 30 lb up at 1 2-o'1 2, 1 764 lb down and 1 31 lb up at 1 4-O_12. and 2223 tb ctown and 188 tb up at 1 6-0-12, ana ziii to oo*n ina 188 tb up af -r-o+ili,n uottom chord. The desigh/selection of such connection device(s) is the responsibility of others' LOADCASE(S) Standard lfDead + Rdoi tive (balanced): Lumber Increase=l'15, Plate Increase=1'15 Unitorm Loads (Plf) Vert l-4=-75, 4-7=-75' 2-7=-15 Concentrated Loads (lb) vert: 8=-222i(B) 27 =-17 54(B) 28='17 64(8) 29=-2223(8l Scale = 1:25.4 10-9-0 -0 LoADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code lRC2009/TP12007 csl TC O.27BC 0.1s wB 0.09(Matrix) DEFL in (loc) t/deft Ud Vert(LL) -0.O2 4-6 >999 360 Vert(TL) -0.04 4-6 >999 24OHorz(TL) 0.01 4 nla nla Wind(LL) 0.01 4-G >999 240 PLATES GRIP MT20 220/195 Weight:43 lb FT = 0% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.l &Btr2x4 DF 1800F l.6E or2x4 DF No.l&Btr2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing direcily applied or 6-0-0 oc purlins.BOT CHORD Rigid ceiling directty appti-ed or t O-O:d oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss ereclion, in accordance with StabilizerInstallationREACTIONS (lb/size) 2=61l/0-5-8 (min.0-1-g),4=603/0-3-8 (min.O-1-B) Max Horz 2=-75(LC 7) Max Uplift2=-8l(LC 9), 4=-78(LC 9) IQ!C^ES_ ll!) - Max. Comp./Max. Ten. - Att torces 250 (tb) or tess except when shown.TOP CHORD 2-7=-563149,7-8=-467/56,3-8=-457t71,3_9=-454t71 , Si_tO=_qAZtSt,4_10=_561/48BOT CHORD 2-6=0t373. 4-6=0/373 NOTES 1 ) Unbalanced root live loads have been considered for this desion.2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.20s!; !r=25i; B=asft;L14tt;eave=4ft; Cat. l; Exp B; enctosed; MWFRS (a1 heights)and c-c Exterior(2) - 1 -7-0 to .1 -5-0, Interior(1 ) 1-5-0 to 5-5-8, Exterio(2) 5-5-B to 8-5-B zone; caniilerler tett ano iigirt eiposec ; eno ^. vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DoL=l.60 prite gih'oOL=r.oo3) This lruss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.4) Provide mechanical connection. (by others) of truss to bearing plate capable of withstanding 1 00 lb uptift at joint(s) 2, 4.5) This truss-is designed in accordance with the 2009 Internationil Residential Code sectionj R502.1 1 :1 ano ifeo).i o.e anct referencedstandard ANSI/TPI 1. LOADCASE(S) Standard LE r-5-3-R l0' l il -0 LOADING (psf) TCLL 30.0 TCDL 7.5BCLL O.OBCDL 7.5 SPACING 2.0-OPlates lncrease 1 .15Lumber Increase 1.15Rep Stress Incr yES Code lBC2009/Tpt2O07 csl TC 0.27 BC 0.15 wB 0.09 (Matrix) DEFL in (toc) t/deflVert(LL) -0.02 4-6 >999Vert(TL) -0.04 4-6 >999Horz(TL) 0.01 4 nlaWind(LL) 0.01 4-6 >999 Ud 360 240 n/a 240 PLATES GRIP MT20 220t195 Weight:50 lb FT = 0%LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr2x4 DF 1 800F 1 .6E or 2x4 DF No.1 &Btr2x4 DF Stud/Std 2x4 DF Stud/Std (lb/size) 2=61 1/0-5-8 (min. O-l -B), 4=603/0_9_8 (min. O_1 _g)Max Horz 2=-75(LC 7) Structural wood sheathing direcily applied or 6_0-0 oc ourlins.Rigid ceiling directty apptied or rO_Olfioc Oiaci BRACING TOP CHORD BOT CHORD Max Uplifr2=-81(LC 9), 4=-7S(LC 9) FORCES (rb) - Max. Como./Mar Ten. --At_forces 250 (rb) or ress except when shown.ropcHoRD 2-15=-56s7+a, rs-l6=-467ls6,-3-i6:-id;hi,s-17=-4s4t71,17-18=-462s7,4-18=_561/48BOTCHORD 2-6=0t373,4_6=Otg7s NOTES 1) Unbalanced roof live loads !1p. beel considered for this design.2) wind: ASCE 7-05; 90mph; TCDL=a'2psfr BdorJzoii;-r*e1{; B=45ft; L=24fti eave=4lt; car. r; Exp 8.. e_nctosed; MWFRS (al heighrs)and c-c Exterio(2) -1-7-0 to.1-s-0, tnieribrlifr -s-o-t5?ii, .e1t-elgaij sEd'il;;:;;r", canrirever reft and risht exposed ; endverticat teft and risht exposed;C_C for memLers "nd i;;; a rvrwens ioi re".iionJjiin; Lumber DoL=l.60 ptate grip DoL=1.60 :ld,i[''"'E;]il!:r:lrll3r,ll;1ru:;nflili;',:H;yJ,,,,,1; i**:i:i S".:*io"Jlll*rno'''to the race), see s,andard Industrv 4) Alf plates are 2x4 MT2O unless othenivise inU'icateJ. -- -' 5) Gable studs spaced at 2-O-0 oc.6) This truss has been desioned for a 10..0 pst bottom chord live load nonconcurrent with any other live loads.7) Provide mechanical conn-ection.(by othe;s) oi il;; to ie-aring ptate cap"ur" oi ,iir,slanling r 00 rb uprift at ioint(s) 2. 4.t) Ig;rt:fit;i,3;i'8ii: '" accordinte witlrih; ,0os int"i',iironir Resid'entiar c;;;il;;, Rs02.1 i .1 and neoz.i o.e and rererenced LOADCASE(S) Srandard x4 tl7 Scale = 1:33.9 4x8'- a4| fi 54.8on, Lt+t-m12 5x6 =3.60FZ 4.80Lla sx6 =I 3x4 = Plates Increase 1 .15 Lumber Increase 1.1S Rep Stress Incr NO Code lRC2009/TPt2007 DEFL in (toc) t/deflVerl(LL) -0.0411-12 >999 Vert(TL) -0.08 11-12 >999 Horz(TL) 0.04 8 n/aWind(LL) 0.02 11 >999 Ud 360 240 nla 240 IOADING (psl) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 OF No.l&BtrBOT CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&BirWEBS 2x4 DF Stud/StoWEDGE Lelt:2x4 DF Stud/Std REACTIONS (tb/size) 8=1 1 34/Mechanicat, 2=1 030/0_8_3 (min. 0_t _8) Max Hoz2=163(LC 6)Max Uptifi8=-185(LC 4), 2=-1S2(LC 7) PLATES GRIP MT20 220/195 Weight:86 lb FT = 0% :l'JiHilH:a shearhins direcrty apptied or 4_B_15 oc purtins, excepr Rigid ceiling direcfly applied or 10-0-O oc bracing MiTekrecommendsthe@ be jnstalled during lruss erection, in accordince with Stabilter BRACING TOP CHORD BOT CHORD IglC^E9^lP) - Max. Comp./Max..T^el._- Atllorge! 250 (tb) or tess excepr when shown.TOp CHORD 2-13=-1s40t1.67,1 3-14=-1 301/1 57 , S-li-j_tzzah+a, g-15=_1621/204, 1 5_1 6=-1 5711208,4-1 6=-1 476t 1 97, 4_5=_1 1 1 9/1 67, 5_1 7 =_1 201 I 192, 6_1 7 =_1 o7i I 1 8i-'' - BOT CHORD 2-18=-227t11.25,]A--'tg=-Zzttt.tbi, p_1s:_227h125, 12-2}=_2gg/j149,20-21=_zA2/1146,1 1 -21 = _226t 1 1 54, 1 0 - 1 1 = -268/ 1 440, 1 0_22=-s1 /2ss, s-zz= -saliia -' - WEBS 3-12=-s31t1'2,3_11=_667379, a_1 1=_3Srgoo, +_ro=_',ogo7ts-,t_to=_+silgr,6-1 0=-2264 356' 6-8=-1 146/1 85 NOTES 1) wind: ASCE 7-05; 90mph; TcDL=4'2pst; BCDL=4.2psf ; h=251t; B=45ft; L=24ft; eave=4ft;cat. il; Exp B; enctosed; MWFRS (ail heighrs);cantilever left and right exposed ; end vertical left ani right exposed; Lumber obl=i.oo prate g1p DoL=1.602) This truss has been desioned for a 10.0 psf bottom chor? tive'load nbncon"urr"nfrnitiilny otner tive loads.3) Refer to girde(s) for trusl ro rruss connections.^, i:\;i: mechanical connection (by others) of truss to bearing plate capabte of withstanding 1 oo tb uptift at joint(s) except 0t=tb) B=185, t) ]ffJ:Y:t;i,3ffi'8ii: '" accordance with the 200e lnternarional Residenriat code sections Rs02.1 1.1 and R802.10.2 and referenced 6) Hange(s) or other connectiol d.e^vl9e(s) shall be provided sufficient to_support concentrated load(s) 2 lb down and 26 lb up at I -9-14, 39lbdownand 42lbupat 3-3-4,42lbupat 4-3-14, 16glbdownandglludpat a-i-i,sirbdownand4l tbupat 6-9-14, r3gtbdownand55 lbupat 9-3't4,and298 lbdownand63 lbupat9-11-4,androzrSJownanoli,luupat-t-t-g,l4ontopchord,andlTtbupat1-9-14, 18lb down at 3-3-4 5lbdown q 4-9-11, Z l'b up at 6-.7-4,7 tbup;46-ii-li;li tb up at g-2-15, and 28 tb up ar 9-1 1-4, and 84lb down at 1 1- 10-1 1 on bottom,chord. The design/selei:tion ot such con jieciion oeulleis) is the responsibility of othersl7) In the LoAD cASE(s) section, loads applied to t-ne race oitne dus-" *" ""'tio "r ti"ffi; o,. o""r 1s1. LOADCASE(S) Standard1) Dead + Roof_Live(balanced): Lumber Increase=1.1S, plate Increase=1.1SUnilorm Loads (plf) Veft: 1-7=-75,2-12=-15,1 1 -l 2=-1 5, 1 0_1 j =_1 5, 9-1 0=_1 5, g_9=_1 5 Continued on page 2 LOADCASE(S) Srandard Concentrated Loads (lb) vert: 10=7(F) 9=-36(F) 5=-133(F) 6=-162(F) 13=26(F) 14=-39(8) 15=+215; 16=-221(F=-s2,8=-169) 17=-298(8) 18=7(F) 19=-S(B) 2o=-2(F)21=6(F=3, B=3) 22=12(B) Scale = 1:48.9 Plates Increase 1 .15Lumber Increase 1 .15Rep Stress Incr yES Code lRC200g/Tpt2007 DEFL in (toc) t/deft UdVert(LL) -0.01 15 nk 120Vert(TL) -O.02 15 n/r 12OHorz(TL) 0.00 14 nla ila LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD 2x4 DF 1800F 1.6Eor2x4 DF No.1&BtrBOT CHORD 2x4 DF 1800F 1 .6E or 2x4 DF M.i &Bi;OTHERS 2x4 DF Stud/StdWEDGE Left: 2x4 DF Stuct/Std, Right: 2x4 DF Stud/Std REACIONS Ail bearings 22-0-0. Structural wood sheathing direcily applied or 6_0_0 oc ourlins.Fflgto cetttng direcfly applied or 1 0_0-0 oc bracing. PLATES GRIP MT20 220t195 Weight: 128 lb Ff = O/o BRACING TOP CHORD BOT CHORD (tb) - Max Hoz 2=134(LC 8)Max Uptift Ail uptitt.loo h_or.tessat joint(s)2,22,23,24,25,26,20,19, .t8, 17, 16, 14t"" n'"u., f;ii;3fl3i', 'uo rb or resi at jointis) et, iz, ii, ii, ii, io,?o,l's, ia,,-it:, taexcepr 2=273(Lc 1), FoRcEs (lb) - Max. comp./Max. Ten. - At forces 250 (rb) or ress except when shown. NOTES 1) Unbalanced roof live loads hav_e been considered for this design.2) Wind: ASCE 7-05; gomph; TCDL=42psf; eCDrJ2pli;i=2sfi B=45fr; L=24ft; eave=zlt; Car. il; Exp B; enctosed; MWFRS (alt heighrs)and C-C Corne(3) -1-7-o to 1-5-0, Exierio(2) r -s_olSlilo:o,.9or""4Cj ir o_o ti-ii_olii.on"; canritever tefr and righr exposect ; endvertical left and right exposed;c-c for members "noior""r & MWFRS rbr rea"iio-ns sn-oin; t-umoer ool=1.60 plate grip DoL=1.603) Truss desisned for wind loads in the prane ol tt'e iiusli-ntv ror stuJslxGJ;;;;i"ormar to the face), see standard rndusrry.. 9.gbre End Derairs as appricabre,.or c6nsurt quiiirieJiirir-ding designer a, i;;ANdrrpii.4) Aff pfates are 2x4 Mf 20 unless otherwise indicated. !) Qable requires continuous bottom chord bearino.6) Gable studs spaced at 2-0-0 oc.7) This truss has been desioned for a 1 0..0 psf boftom chord live load nonconcurrent with any other rive loads.t) 5;:#:,T:ii:l;:"]f:"";""n (bv others) "ii;;; t" ;;;;^s prare capabie ;i *iriit""li'.g 1oo rb uprin ar jo int(s) 2, 22, 2s,24,2s, 26,t) ]rHr':Ht;i,3it'8ii:'" accordance with the 2009 lnternational Residentiat code secrions R502.11.1 and R802.10.2 and referenced LOADCASE(S) Standard Scale = l:74.1 8.00 | 1z DEFL in (loc) l/defl Ud Vert(LL) -0.11 11 >999 360 Vert(TL) -0.26 10-11 >999 24O Horz(TL) 0.09 8 n/a nla Wind(LL) 0.06 10-18 >999 240 SPAC|NG 2-0-0 Plates lncrease 1 .15 Lumber Increase 1 .15 Rep Stress Incr YES Code lRC2009/TP12007 LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD 2x4 DF 1800F 1 .6E or 2x4 DF No.l&Btr BOT CHORO 2x4 DF 1 800F 1 .6E or 2x4 DF No'1 &Btr WEBS 2x4 DF Stud/Std WEDGE Left:2x4 DF Stud/Std, Right: 2x4 DF Stud/Std PLATES GRIP MT20 2201195 Weight:rb FT=0% BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS l Rowatmidpt 7-11,3-11 MiTek recommends that Stabilizers and required cross be installed during truss erection, in accordance with Stabilizer lnstallation REACTIONS FORCES (rb) TOP CHORD BOT CHORD WEBS NOTES 1 ) Unbalanced root live loads have been considered for this design. Zi WinO: nSCe 7-05; 90mph; TCDL=4.2pst; BCDL=4.2psf; h=25f1; B=45ft; L=35ft; eave=sft; Cat. ll; Exp B; enclosed; MWIRS (all heights) andC-CExterio(2)-t-i-Otot-11-0,lhterio(1)1-11-bto17-6-0,Exterio(2)17-6-0to21-0-0zone;cantileverleftandrightexposed;end vertical left and right exposed;C-C for membbrs and Jorces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.50 3) This truss has be6n deiigned for a 10.0 psf bottom chord live load nonconcurrent with any otherlive loads.. 4i provide mechanical connlction (by others) ot truss to bearing plate capable of withstanding 100 lb uplift at ioint(s) except (t=lb) 2=151 ' 8=1 51. 5) This truss is designed in accordance with the 2OOg International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) ,'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss' LOADCASE(S) Standard (lb/size) 2=1694/0-3-8 (min. 0-1-13), 8=1694/0-3-8 (min. 0-1-13) Ma:< Hoz 2=213(LC 8) Max Uplift2=-l51(LC 9), 8=-151(LC 9) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-19=-225i2J196,3-1 9=-1 982/231, 3-4=-1 61 1 /213, 4-20='14131231,5-2O=-139412s0' 5-21=-1394/250,6-21=-14131231,6-7='16111213'7'22=-19821231'8'22=-22921196 2-12=-7311773, 11 -12=-7311773, 10-1 1=-81I1773, 8-10=-81 11773 5-1 1 =-1 1 3/973. 7-1 1 =-7621171 ,7-1 0=0i305, 3-1 1=-762117 1 ,3-1 2=0/305 Scale = l:75.2 Plates Increase 1 .1S Lumber Increase 1.15 Rep Stress Incr yES Code lRC2009/Tpt20O7 DEFL in (toc) t/deft lJdVert(LL) -0.09 17-18 >999 360Vert(TL) -0.21 18-42 >999 24OHorz(TL) 0.04 4A nta ntaWind(LL) 0.06 1B-42 >999 240 LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 PLATES GRIP MT20 220t195 Weight: 257 lb FT = 0%LUMBER TOP CHORD 2x4 DF 1goOF 1.6Eor2x4 DF No.l&BtrBOT CHORD 2x4 DF 1 800F 1.6E or 2x4 DF No.l &BtrWEBS 2x4 DF Stud/StoOTHERS 2x4 DF StudiStdWEDGE Lelt: 2x4 DF Stuct/Std, Righr: 2x4 OF Studisrd REACTIONS . _ Ail.bearings 13-3-B except (jr=tength) 2=0_3-8.(lb)- Max Hoz2=213(LC 8) Structural wood sheathing direcfly applied or 4_S_1 5 oc purlins.Hrgro certing direcily applied or 6_0_0 oc bracing, Exceft:10-0-0 oc bracing: 1g-42,17-18. 1 Row at midpt S-17 BRACING TOP CHORDBOT CHORD WEBS Max Uptift Ail uptift.t 00 h_or.less at joint(s) B, .lS: 1_1 except 2=_132(LC 9), 14=_140(LC 9), 1O=_1OA(LC 9)Max Grav All reactions 250 lb or lesi at iointGl i, ro-rs, ib, rz, il, e-"ii"pt z=1283(Lc 1), t4=14s3(Lc r),10=!9a116 1) FORC^ES (l!) - Max. Comp./Max ^T9l -.{||lgrces 2S0 (tb) or tess except when shown.TOP CHORD 2-46=-1591t147,-3-46=-1281/182, S-n=le6otres, 4-47=_687t18s,5_47=_66s/202,5_48=_668/207, 6_48=_6974 63, 6-7=_6654 79, 8_49=_277 /428BOT CHORD 2-18=-81/1195, 17-18=-33/1195WEBS 5-17=-65/280,7_17=0t646,7-14=-1414t183,3_17=-1641171,g_18=0t324 NOTES 1) Unbalanced roof live loads hav_e been considered for this design.2) wind: ASCE 7-0s; 90mph; TCDL=4'2psl; ecoL=+.zpii;1=zst hltl'L*Sfr; eave=Sft; c^at. r; Exp B; encrosed; MWFRS (alr heighrs)and C-C Exterio(2) -1-7-0 to.1-11-0, t;rte;io.(1) r -r r-b ri iz,o.-9.rFjl"f9r(rti;:6-oli]'.ilo-o.on"; cantitever teft and risht exposed ; endvertical left and right exposed;c-c for membbrs and forces a urivpns roiiiractions inoir";irru.i, dcii=i;ffift g,l.il DoL=1.603) Truss designed for wind loads in the plane of the trusl onlv. ror.suJs Lxpose-o-io-iin-J jnorrar to the face), see standard Industry.. Gable End Detairs as appricabre,_or c6nsurt quarified buirding designer as iernNsrnpr rl4) Alf pfates arc 2x4 MT2o unless otheruise indicated.5) Gable studs spaced at 2-0-O oc.6) This truss has been desioned for.a 10.0 psf bottom chord live load nonconcurrent with any other live loads.n [,'jil"';is!:?l'iils:ls:ils: tui oitrlisj Jiiusl to'ii,"ii'g prate capaore oi wiirill"*ji;s r oo ro upriri atloinr(s) 8, 1 5, 1 1 , 8 excepr t) ],T;rt:fitii3ffi3ii:'t accordance with the 20os Internarionat Residentiat code secrions R502.11.1 and R802.10.2 and referenced 9) "semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard s.oo FZ 4x4 = 4 s,ale = 1:72.7 DEFL in (loc) l/defl Vert(LL) -0.11 9-10 >999 Vert(TL) -0.26 9-10 >999 Horz(TL) 0.09 7 nla Wind(LL) 0.08 11-14 >999 ud 360 240 nla 240 Plates Increase 1.15 Lumber Increase 1.15 Bep Stress Incr YES Code lRC2009/TP12007 LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.l&Bk WEBS 2x4 DF Stud/Std WEDGE Left:2x4 DF Stud/Std, Right: 2x4 DF Stud/Std PLATES GRIP MT20 220/195 Weight: 168 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-10, 2-10 required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIOIIIS (lb/size) 1=157210-3-8 (min. 0-1-1 1), 7=1696/0-3-8 (min.0-1-13) Max Hoz 1 =-208(LC 7) Max Uplift1 =-108(LC 9), 7=-152(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All lorces 250 (lb) or less except when shown. TOp CHORD 1-18=-2307t22O,2-18=-1997t245,2-3=-1 61 6/218, 3-19=-14181237,4-1 9=-1 399/255, 4'20=-13981251,5-20='141812s2,5-6=-1615/214,6-21=-1986/232' 7-21=-22961197 BOT CHORD 1 -1 1 =-87 t1788, 1 0-1 1 =-8711 788, 9-10=-8511777, 7 -9=-8511777 WEBS 4-10=-119/979, 6-10=-7631171,6-9=0/305,2-10=-777/174,2-11=Ol3O7 NOTES 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05;90mph;TCDL=4.2psl; BCDL=4.2psf; h=25ft; B=45ft; L=35ft; eave=sft; Cat. ll; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-0 to 3-6-0, Interio(1 ) 3-6-0 to 1 7-6-0, Exterio(2) 1 7-6-0 to 21 -0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C lor members and forces & MWFRS for reactions shown; Lumber DOL=I.60 plate grip DOL=I .60 3) This truss has b€en designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1 =108, 7=152. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1 .1 and R802.1 0.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with lixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard s.oo FZ 4\4 - 5 oB Scale = 1:72.6 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YESCode lRC2009/TP12007 DEFL in (loc) l/defl Ud Vert(LL) -0.10 10-11 >999 360 Vert(TL) -0.25 10-11 >999 240 Horz(TL) 0.09 8 n/a nla Wind(LL) 0.07 12-15 >999 24O LOAoING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD 2x4 DF 1800F 1.6E ot 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6Eor2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Right:2x4 DF Stud/Std SLIDER Left 2x4 DF Stud/Std 2-6-0 REACTIONS (lb/size) 1=1563/0-3-8 (min. 0-1-1 1), 8=1687/0-3-8 (min. 0-1-13) Max Horz 1 =-207(LC 7) Max Uplift1=-107(LC 9), 8=-151(LC 9) BRACING TOP CHORD BOT CHORD WEBS PLATES GRIP MT20 220/195 170 lb FT = 97" Struclural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-11, 7-11 recommends that Stabilizers and reouired cross be installed during truss erection, in accordance with Stabilizer FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-713t0,2-20=-2120/216,3-20=-1934t241,3-4=-1592/219, 4-21=-1401/237, 5-2 1 =- 1 383/255, 5-22= - 1 381 / 249, 6_22=_ 1 401 t231, 6-7=_1 599/21 3, 7 _23=- 1 97 0 I 230. 8-23=-2280t195 BOT CHORD 1 -12=-169/1724, 1 1 -12=-8Ot1724, 1O-1 1 =-A4n764. 8-1O=-84t1764WEBS 3-12=0t295,3-11=-7351169, 5-11=-121/964,7-11=-763t171.7_10=0/306 NOTES 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: AS_CE 7-05; 90mph;TC9!=J.?qtfi BCDL=4.2psf; h=251t; B=45ft; L=35ft; eave=4ft; Cat. ll; Exp B; enctosed; MWFRS (al heights)and C-C Exterio(2) 0-0-0 to 3-5-12, Interio(l) 3-5-12 to 17-3 8, Exterio(2) 17-3-8 to 20-9-4 zonei cintilever teft and right exirosed ; enivertical left and right exposed;C-C lor members and forces & MWFRS for reactions shown; Lumber DOL=I.60 plate gn'p oOL=t .eo3) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.4) Provide mechanical connection (by others) ot truss to bearing plate capable ot withstanding 100 lb uptift at ioint(s) except (jt=tb) 1 =107,8=1 51. 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and RgO2.l0.2 and referencedstandard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with lixed heels" Member end fixity model was used in the analysis and design ol this truss. LOADCASE(S) Standard JOO 80333-1lt I tus E4 | russ lype lool Special srl Coppercreely'Teravista3n 30D)HP .lob Reference (oDtional) tinl: 7.430 s oct 14 201 3 MiTek Industries, Inc. Thu Mar 13 I l :4-2-49 291 4 Yl iiri rcM. rnbiir-r z,io FNr54lNZonAiYkas3RUYqNRoopFqQ2Gno2z A-4-1 16-5-8 il7-1 1 -8 scale = 1:64.9 DEFL in (loc) l/defl Ud Vert(LL) -0.09 4-6 >999 360 Vert(TL) -0.20 4-6 >971 24O Hoe (TL) 0.02 4 nla nla Wind(LL) 0.11 6-7 >999 240 Plates Increase 1.15 Lumber Increase 1.15 ReD Siress Incr YES Code lRC2009/TP12007 LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD 2x4 DF 1800F 1.6Eot2x4 DF No.l&Btr BOT CHORD 2x4 DF 1 800F 1 .6E or 2x4 DF No'1 &Btr WEBS 2x4 DF Stud/Std'Except. W 1: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Blr WEDGE Right: 2x4 DF Stud/Std FEACIONS (lblsize\ 7 =721 10-5-8 (min. 0-1 -8), 4=864/0-3-8 (min. 0-1 -8) PLATES GRIP MT20 2201195 Weight: 88 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins' except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-7,3-7 Stabilizers and required cross be installed during truss erection, in accordance with Stabilizer Max Horz 7=-320(LC 5) Max Uplift7=-102(LC 5), 4=-80(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOp CHORD 1 -7 =-25311 51, 3-9=-597/1 1 6, 4-9=-91 0/81 BOTCHORD 6-7=0/616,4-6=0/616 WEBS 3_7=_719/165,3-6=Ot327 NOTES ij-Wi"d' ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2psl; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; enclosed; t\4WfRS (all heights)' .nO -C-C eneriorliy O-l'-'tZ to 3-i -12, interio(1 ) 3-1 -i 2 to 18-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C tor h'emUers and lorces & MWFFS for reactions shown; Lumber DOL=I .60 plate grip DOL=I.60 2; this truss has been designed tor a 1 0.0 psl bottom chord live load nonconcurrent with any other live loads. -j erovioe mechanicat conri"ection (by otheis) ot truss to bearing plqle cg.pable of withstandingl00-lb uplift at join^t(s) 4 except (jt=lb) 7=102' +j lris tiusi is oesigned in accordinte with ihe 2009 Internationil Residential Code sections R502.1 1 .1 and R802'10.2 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard Scale = 1:62.23x4 ll 4x6 = SPAC|NG 2-0-o Plates Increase 1 .15 Lumber Increase 1 .15 Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (toc) t/deft UdVert(LL) -0.1 1 7-8 >999 360Vert(TL) -0.24 7-8 >BO3 24OHorz(TL) 0.O2 5 n/a nlaWind(LL) 0.06 7-8 >999 240 LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 PLATES GRIP MT20 220t195 Weight: 99 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&BtrBOT CHOBD 2x4 DF 1800F 1.6E or2x4 DF No.l&BrrWEBS 2x4 DF Stud/Std.Except. W1:2x4 DF 1800F 1.6E or2x4 DFNo.1&BrrWEDGE Right:2x4 DF Stud/Std REACTfONS (lysize) B=729/O-S-8 (min. 0-j-g), S=851/0-g_8 (min. O_1_8)Max Hoz 8=-299(LC 7)Max Uplift8=-108(LC 5), 5=-82(LC 9) IglCIl_(l!) - Max. Comp./Ma! T9n. - Ail forces 250 (tb) or tess excepr when shown.TOP CHORD 4-10=-612/110.5-10=_908/77BOT CHORD 7-8=Ot620,s-7=0/620 WEBS 4-8=-696/153,4-7=Ot331,2_8=_411t327 NOTES BRACING ToP cHoRD structurar wood sheathing direcily appried or 6-0-0 oc purrins, exceptend verticals. .BOI_CHORD Rigid ceiting direcfly apptied or 10-0-O oc bracing.WEBS 1 Row at midpt 1-8, 4-8, 2-B MiTek recommends that Stabilizers and required-ross bEEingbe installed during truss erection, in accordince with Stabilizer 1 ) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-05; 90mph; TC_DLd.2psf ; BCDL=4.2psf ; h=25i; B=45ft; L=2411; eave=4ft;.Cat. il; Exp B; enctosed; MWFRS (ail heights)and C-C Exterior(2) 0-1 -1 2 to 5-5-1 , Interio(1 ) 5-5-1 io 18-0-8 .on"; ""ntil"u"r i"ft "no riint ""por"d ; end vertical left and right. qxposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=I.66 platd grip DbL=1.603) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 1 0.0 psf tiottom chord live load nonconcurrent with any other tive loads.5) Provide mechanical connection (by others) of truss to bearing plate capable of wittrstinJing t oo tb uplitt at ioint(s) 5 except 0t=tb) s=108.6) This truss is designed in accordance with the 2009 Internatio;;l Resid'entiat Coae s!"iions Rb02.t 1.1 and R802.10.2 and reterencedstandard ANSIiTPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard doo 80333-1+E6 r yPe HALF HIP Jopperuree( | erravt$a3lI 3(tD)ltp Job Reference (optional) .s oct 14 2013 print: 7.430 s oct 14 2019 Mitek IndustrtEilm ttru lr4a tg t t lzso 2otl pri0OSTPsl RoTirrwY-fdtt fcirt17^nf''-\/oc"ai'i'hrr t;i^,Ce ri^^i7z^-^i--^-,,^--' '-ilznp Scale = 1:54.5 Plates Increase 1 .15 Lumber Increase 1 .15 Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (loc) t/deft UdVert(LL) -0.04 4-6 >999 360 Vert(TL) -0.11 4-6 >999 240 Horz(TL) 0.01 4 nla nla Wind(LL) 0.02 4-6 >999 240 LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD 2x4 DF 1 800F 1 .6E or 2x4 DF No.1 &BtrBOT CHORD 2x4 DF 1800F 1.6E ot 2x4 DF No.l&Btr WEBS 2x4 DF Stud/Std WEDGE Right: 2x4 DF Stud/Std REACTIONS (lb/size) 8=72110-5-8 (min.0-1-8),4=e64/O-g-B (min.0-1-8) Max Horz 8=-271 (LC 7) Max Uplift8=-102(LC s), 4=-e6(LC 9) |9ICJ9^-(!) - Vq ggJnplMax. Ten. - Ail forces 250 (tb) or tess excepr when shown.TOP CHORD 1-8=-7061180, 3-9=-3617193, 3-10=-6gztb6, 4-10=-950/76BOT CHORD 7-8=-107/332, 6-7=0/663, 4-6=0/653WEBS 1-7=-206t677,3-7=-s93/1s3,3_6=0/26s NOTES BRACING TOP CHORD Structural wood sheathing direcily applied or 6-0-0 oc purlins, exceptend verticals. .BO_T CHORD Rigid ceiting direcily applied or 1O-0-0 oc bracing.WEBS 1 Row at midpt 1-9,2-7, S-7 MiTek recommends thal Stabilizers and required cross bracingbe installed during truss erection, in accordance with Stabilizer PLATES GRIP MT20 220/195 Weight: 106 lb Fr =O/o 1 ) Unbalanced roof live loads have been considered lor this deston.2) Wind: {S_CE 7.-05.19!mph;TCDL=4..2psf; pC.D!:a.2psf; h*sfr; B= sft; L=24ft; eav€=4fr; Car. il; Exp B; enctosed; MWFRS (ail heights)and C-C Ex!erio(2) 0-1-12 to 6-1 1-1, Interio(1) 6-1 1-1 to 18-O-8 zone; cantilever teftand right exposed ; end vertical leftanct rightexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate glip DOL=1.603) Provide adequate drainage to prevent water ponding.4) This truss has been designed for_ a 10..0 pst bottom Lhord live load nonconcurrent with any other live loads.5) Provide mechanical connection (by others) of truss to bearing pl{e cSpable oJ withstanding 100 lb uplift at,oint(s) 4 except 0t=tb) g=102.6) This truss-is. designed in accordance with the 2oo9 Internatio-nil Resid'ential code seitions R502.1 1 .1 and R802.1 0.2 and reterencedstandard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end lixity model was used in the analysis and design of this truss. LOADCASE(S) Standard Scale = 1:49.0 Plates Increase 1 .15Lumber Increase 1.15Rep Stress Incr yES Code lRC2009/TPt2OO7 DEFL in (toc) Udefl UdVert(LL) -0.03 4-6 >999 360Vert(TL) -0.07 4-6 >999 24OHorz(TL) 0.01 4 nla nlaWind(LL) O.02 7-g >999 24O LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORDBOT CHORD WEBS WEDGE PLATES GR|PMT20 220/195 Weight: 100 lb FT = 0% 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr2x4 DF.l800F 1.6E or2x4 DF No.1&Btr2x4 DF Stud/Std BRACING TOP CHORD :lrJit$fljH.t shearhins direcily apptied or 6_0_0 oc purtins, except Right:2x4 DF Stud/Std REACTTONS (tb/size) B=721/O-5^-9 (mtn. O_1-g), 4=864/0_3_8 (min. O_1-8)Max HorzS=-243(LC 7) BOT CHORD Rioid ceilino direcily applied or 1O-0-0 oc bracrngWEBS r Row at mTdpt ' ' t-A. z_i Max Uptifr8=-l03(LC s), 4=_89(LC a) FORC_ES (l_b) - Max. Comp./Max. Ten.__ All forces 250 (tb) or less except when shown.roP cHoRD 1-8=-6s3/.i87, 1-s=-2lsn41:is=_ia1||tr_ro=_sssnez, i_r0=_ i)6noa,3_11=_730/105,4-11=-970/78 .BO_T_ CHORD 7 -8=-951299, 6-7 =0/687, 4_6=0t687WEBS 1-7=-1611625,3-7=-5s5i 136 NOTES 1 ) Unbalanced roof live loads have been considered for this design.2) wind: ASCE 7-05; 90mph; Tc-Dl=4'zpsr; ecDl=a.2psi;i=zsi;e=+sft;L=24tt; eave=4ft; cat. il; Exp B; enctosed; MWFRS (ail heights)and c-c Exterior(2) 0-1-12 to 3-1-12, interio(l) 3-i'-[2ti q-z-z,.ege1di1z1 a-2:i1""ilJ'ron", canrite_ver refr and righr exposed ; end,) ;?i',:i;:':l"T"1iill"iX333i3'3;"":TT:[nf,,:?,t"lorcls a uwrns rd;;e;c6;; Ih-own; Lumber Dor-=r .oo pra;"srip oor-=r.oo 4' I nls russ has been desioned lor a 1 0..0 psf 6ottom ihord live load nonconcurrent with any other rive loads.s) Provide mechanical conn-ection.(bv oinlEj'oi'iii,J" ti'6""ri10 p11" "in"oi" ii,Jiriril"rliirgJo^o-rb uprift ar joint(s) 4 except (jt=rb) s=103.t) LHJ:Htii3;i'8ii: '" accordanie with ihe ,ooe rnte'natlonir Resid'entiat coo" r".iion, Rso2.1 1.1 and R8oi.i o.z and referenced 7) "semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis anct design of this truss. LOAD CASE(S) Standard Scale = 1:4i).6 N N N Plates Increase 1.15Lumber Increase 1.15Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (toc) |/deft UdVert(LL) -0.03 7-8 >999 360Vert(TL) -0.06 7-B >999 24O Horz(TL) 0.01 4 nla nla Wind(LL) 0.02 7-8 >999 240 LOADIilG (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD 2x4 DF 1800F 1.6Eot2x4 DF No.1&BrrBOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.l&Btr WEBS 2x4 DF Stud/StdWEDGE Right:2x4 DF Stud/Std REACTIONS (lblsize) 8=721/O-S_-B (min. 0-1-B), 4=864/0-3-8 (min. 0_1_8)Max Horz 8=-21 5(LC 7)Max UpliftS=-l05(LC S), 4=-91(LC 9) PLATES GRIP MT20 220^95 Weight: 95 lb FT = 0% BRACING TOP CHORD Structurat wood sheathing directly applied or 6-0_0 oc purlins, exceptend verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracrng. Mt reK recommends that stabilizers and required cross bracingbe installed during truss erection, in accordlnce with Stabilizer lglcJl_Q) - ltqx Q9mp,llr,tax. Ten. - Ail forces 250 (tb) or tess except when shown.TOP CHORD T -8=-681 /1 82,- 1 -9=-384lr39, 9-1 0=-382/1 39, 2-10=-g8i/13g,2-11=-45gt132,3-1 1 =-571 /1 09, 3_12=_876t106, 4_12=-985/82BOT CHORD 7 -8=-83t266, 6-7 =0/705. 4-6=Ot7o5WEBS 1-7=-164t607,3-7=-407t120 NOTES 1 ) Unbalanced root live loads have been considered for this destgn.2) Wind: ASCE 7-05; 90mph; Te,DL=42psf; BC.DL=4.2psf; h=25fi; B=45ft; L=24ft; eave=4tt;.Gat. l; Exp B; enctosed; MWFRS (a1 heights)and c-c Exterio(2) 0-1-12 to 3-1-12, Interio(1) 3-1-i2 to 5-8a Exterid(2y s-elzto s-t i-i .oneic"nriteu",. t"ii.ni iigii "*posed ; end^. Yertical left and right exposed;C-C for members and torces & MWFRS for ieactoni itrown; Lumber DoL=t -oo pr"i" jiii DoL=t .603) Provide adequate drainage to prevent water ponding. 1l lfl: I1.: lT been designed for. a 1 o.o psf bottom ihord live toad nonconcurrent with any orher tive toads.5) Provroe mechanical connection. (by others) of truss to bearing plate capable of withstanding_l oo tu uptitt at loint(s) 4 except (jt=lb) g=1 05.6) This truss-is.designed in accordance with ihe eoos Internationil Resid'ential code sections R502.11.1 and R802.10.2 and referencedstandard ANSI/TPI 1. 7) "semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and ctesign of this truss. LOAD CASE(S) Standard Scale = 1:38.3 N o DEFL in (loc) l/defl Ud Vert(LL) -O.12 4-6 >999 360 Vert(TL) -0.25 4-6 >761 240 Hoz(TL) 0.01 4 nla nla Wind(LL) 0.02 6-7 >999 240 SPACING 2-0-0 Plates lncrease 1 .15 Lumber Increase 1 .1 5 Rep Stress Incr YES Code lRC2009/TP12007 LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD 2x4 DF 1 800F 1 .6E or 2x4 DF No.1 &Btr BOT CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Right:2x4 DF Stud/Std PLATES GRIP MT20 220t195 Weight:87 lb FT = 0ol" BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Slabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS FORCES (rb) TOP CHORD BOT CHORDWEBS NOTES 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; enclosed; MWFRS (all heights) and C-G Exterio(2) 0-1-12 to 3-1-12, Interio(1) 3-1-12 to 7-2-2,Exteriot(2)7-2-2lo 11-5-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=I.60 plate grip DOL=I.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of lruss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 4 except (jt=lb) 7=1 06. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1 .1 and R802.1 0.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end lixity model was used in the analysis and design of this truss. LOADCASE(S) Standard (lysize) 7 =721 lO-5-8 (min. 0-1 -8), 4=864/0-3-8 (min. 0-1 -8) Max Hotz 7=-187(LC 7) Max UpliftT=-106(LC 5), 4=-93(LC 9) - Max. Comp./Max. Ten. - All lorces 250 (lb) or less except when shown. 1-7=-676t171 , 1-8=-494t132,8-9=-452t132,2-9=-491t133,2-1O=-5O4t122,3-1 0=-679/1 03, 3-1 1 =-87 4t 1 31, 4-1 1 =-962/ 1 1 1 4-6=- 1 0/699 1 -6=-1 49t627, 3-6=-258/1 1 I Scale = 1:35.6 SPAC|NG 2_O_O Plates Increase 1.1S Lumber Increase 1.15Rep Stress Incr yES Code lRC2009/TPt2007 DEFL in (toc) t/deft LtdVert(LL) -0.01 1 1 nh 120Vert(TL) -0.02 11 ntr 12OHorz(TL) 0.01 10 nta nta LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORDBOT CHORD WEBS OTHERS WEDGE Right:2x4 DF Stud/Std REACI]ONS Ail bearings 16-5-8.(lb) - Max Hotz2O=-192(LC7\ 2x4 DF 1800F 1.6Eor2x4 DF No.l&Btr2x4 DF 1 800F 1.6E or 2x4 DF No.l &Btr2x4 DF Stud/Std 2x4 DF Stud/Std BRACING TOP CHORD BOT CHORD PLATES GRIP MT20 220/195 Weight: 105 lb FT = 0% :lrJi,"Tfllff, sheathins direcrty apptied or 6_0-0 oc purtins, excepr Max Uptift Alt uptift.l00 tb_or.tessat,oint(s)20, 10, 16, 17, 18, 19, 1S, 14, 13, tzMaxGrav Arr reacrions250rborresiatjointlslzo,rc,i,rii,rri,i!,ri,rl,rzexcept10=es211-6.,, FORC^ES (l!) - Max. Comp./Max. Ten. - All torces 250 (tb) or tess except when shown.TOP CHORD 9-10=-289t87 NOTES 1) Unbalanced roof live loads hav_e been considered tor this design.2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf ; eCOL=a2p;i;1=lS!;^A=+5ft;-r_:24ft; eave=2tt; Cat. il; Exp_ B; enctosed; MWFRS (a[ heights)and C-C Corne(3) 0-1-12 to 3-1-t2, Exterio(2) s-r -i2 tb z-s-q.9g1_;1is) ,_5_iii;;-01;.one; canritever teft and risht exposed ; endvertical left and risht exposed;c-c tor membdri ano torces & MwFRS t- r"""tionr Jn-d";l;il;'dol:i:;bil#"#; DoL=r.603) Truss designed for wind loads in the plane of the tiuss only. For.studs ""p;;A-6;;;l jnormat to the face), see standard Industry., cabre. End. Derairs as appricable, or c6nsurt quiririeJ b;irdi;g oesigneias ieiAiini;irl4) Provide adequate drainage to prevent water bonOino. - - 5) Alf pfates are 2x4 MT2O unless otherwise indicated.- 91 9"P1" requires continuous bottom ctrorO bearinq.7) Gable studs spaced at 2-0-0 oc.8) This truss has been desioned for a 1 0.'0 psl bottom chord live load nonconcurrent with any other tive loads.t) i;:f i:,T:ilanical connlction (bv others) "ti;;;;6 ;;;;;"s prate capabre oi *iin"i"nJi;g 100 rb uprirt at joint(s) 20, 10, 16, .r 7, 18, 1s, t t'} Ig|;Jffiii,3ffi'ti?: 't accordance with the 2009 Internarional Residentiat code secrions R502.1 1 .1 and R802.1 0.2 and reterenced LOAD CASE(S) Standard Rigid ceiling direcfly applied or 10-0-0 oc bracing. Scale = 1:2s.2 Plate -0-0 ;ers (x,y): [2:0-1-8,0-2-01, [4:0-4_13.0_0_i,4-4 LOADING (psl) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER SPACING 2_0-0Plates Increase 1.15Lumber Increase 1 .i 5Rep Stress Incr NOCode lRC2009iTP12007 csl TC 0.37BC 0.70 wB 0.43 (Mahix) DEFL in (toc) t/deft UdVert(LL) -0.06 3-4 >999 360Vert(TL) -0.10 3-4 >999 240Horz(TL) O.02 3 n/a nlaWind(LL) 0.02 A-4 >999 24O PTATES GRIP MT20 220t195 M18SHS 220/195 Weight: 94 lb FT = 0% TOP CHORD 2x4 DF 1800F 1.6E ot 2x4 DF No.l&BhBOT CHORD 2x6 DF 1800F 1.6EWEBS 2x4 DF tB00F 1 .6E ot 2x4 DF No.1&Btr REACTfONS (lb/size) 1=299.9/0-7-12 (min.0-1-8), A=4652/0-7_.t2 (min.0_2_B)Max Horz 1=-62(LC 5) Structural wood sheathing direcily applied or 5_0_4 oc Durlins.Htgto cetttng direcfly applied or 10_0_0 oc bracing. BRACING TOP CHORD BOT CHORD Max Uptifrl =-296(LC 7), S=-503(LC 7) l9lC_!9- ll_b) - Max. Comp./Max. Ten_ -Ail_forces 250 (tb) or ress excepr when shown.TOP CHORD 1 -2=-4191. 1492, 2-3=-642917se,BOT CHORD 1-5=-34173365, 5-6=_34173395, 4_6=_341733s5, 4-7=-54915192,3-7=_54g151saWEBS 2-4=-66376655 NOTES 1 ) 2-ply truss to be connected together with 1Od (0.131,,x3") naits as follows:Top chords connected as follows: 2x4 _ t row lt O_S_0 od.'Bottom chords connected as follows: zxO _ e rowi it"gg"i"o at 0_2-O oc.Webs connected as follows: 2x4 - 1 row at O_g-O oc. '"- 2) All loads are considered equally applied to all plies,'exceptif noted_as tront (F)or back (B).face in the LoAD cAsE(s) section. ply to ptyconnections have been orovided to distribute 6nly loads ioted as (F) or tel,'uiriss oih€;r*ise indicated.3) llnbatanced roof live toads !ry_g beel ;;;il","i i;;ii:s'oesisn.4) Wind: ASCE 7-05; 90mph; TCDL=4.2psf ; eCOL=+.2p;i;1=2Sfr; B=asft; L=24ft; eave=4ft;.Cat. [; Exp B; enctosed; MWFRS (a1 heights);cantilever left and right expose_d ; end'vertical tett anfiiiint exposed; Lumber DoL=1.60 ptare grip DoL=1.605) All plates are MT20 ptates unless otherwise indicated. " o) | nls lruss has been desioned tor. a 1 0'0 psf bottom chord live load nonconcunent with any other live loads.n 5:3r'3: mechanical conriection (bv otheisj oiiii.s to u"-"iing praG;plbie;i ti,iitiri"rii|s r00 rb uptirt at joinr(s) excepr (jt=rb) 1=2s6, t'} ],T;rt:?:ii,$i'tiil '" accordance wilh the 200e Internarional Residentiat code sections R502.1 1 .1 and H802.10.2 and reterenced 9) Hange(s) or other connection device(s).shall be provided sufficient to support concentrated loacl(s) 241 lb down and I lb up at 2-6-1 2,361 lb down and 10lb up at 4-6-12, dni atgg rubown ino sg4 tb up ar 6:/-ii, "iJri'ol'io o"wn and 132 tb up at 8-6-12 on botromchord. The design/serection of such connection oevice[iis tne resironsioiirty;i;rh;;r:' TOADCASE(S) Standard1) Dead + Roof_Live (baranced): Lumb€r rncrease=1.15, prate Increase=1.1sUniform Loads (ptf) vert: 1 -2=-75, 2-3=_75, 1 _3=_15 Concentrated Loads (lb) vert: 4=-41 93(F) s=-24 j (F) 6=-361 (F) 7 =-1764(Fl Scale = 1:25.5 Plates Increase 1 .15Lumber Increase 1.1SRep Stress Incr yES Code lRC2009/Tpt20O7 DEFL in (toc) VdetlVert(LL) -O.17 B-9 nhVert(TL) -0.17 B-9 nhHorz(TL) -0.00 11 nta ud120 120 nla LOADING TCLL TCDL BCLL BCDL FORCES (lb)TOP CHORD BOT CHORD WEBS NOTES (psf) 30.0 7.5 0.0 t.5 PLATES GRIPMT20 220/195 Weight:54 lb FT = 0%LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&Brr 99J CHORD 2x4 DF 18ooF 1.6Eor2x4 DF t\i;.i&Bi;OTHERS 2x4 DF Srud/StoWEDGE Lelt:2x4 DF Stud/Std, Right: 2x4 DF Stud/Std REAcnoNs [fiih?]" l3=i3,ul6-?-,0 ,''. 0-1-8), 13=365t-o-0 (min. o-1-8), 11=365/7-0-0 (min. 0-1-B) Max Uptift 1 2=_4l.,f c^ s_)r 1_3-=_l :s?(!c 1 4), 1 1 =_ 1 32(Lc 1 3)Max Grav12=4e6(LC 1), 13=62Oit_C rSj, ri=ezO(LC 14i, Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ";?;;!?ilt,f;3]?;:lfflifia+-rs=-rdv+gs, G=:j1l[r+iii, s.o=- riqrqeg,6_16=_161/4se, 3_it=_32ii12,13-14=_357/21s,12_1s=-357/212,11_12=_s57t212, 1o-11=_3s7/212, 5-12=-542t124, 4-1 3=-359/1 32, 6_1 1 =_359/132 BRACING TOP CHORDBOT CHORD 1 ) Unbalanced roof live loads have been considered for this design.2) wind: ASCE 7-05; gomph; rcD,L=a'zpsi; BdotJipli; n*l*;.B=45ft; L=24ft; eave=4rt; car. r; Exp B; e.ncrosed; MwFRS (a[ heights)and c-c Exterio(2) -1-7-0 to t -o-0, tnierio4ifl -6 d-6;t-o: eieriorlzj s-o-6 i;;;;;;."; cantirever reft and risht exposed ; endverticat teft and rishr exposed;C-C for m"rb6rs il i;; & MWFRS ioi ,.L"-.i6^, ,io-in; Lumber DOL=I.60 pt;te srip DoL=l .60:ld;f'i3;r'*!:,r:lui$,,,;"1il:;H*ffi;',:tfi:6,?J,'I; j$i;1::S:;iti1t[]ia;;;ru#""';tl:",$tiasi5aro nousiry4) Alf pfates are 2x4 MT20 irnless othenvise inCicatea. --' - 5) Gable studs spaced at 2-O-O oc.6) This truss has been desioned for a 1 o..o psf bottom chord live load nonconcurrent with any other rive roads.4 ij:l'$,Ti:ianical connLction tov orners) Jii;;6;;;;i"s prate capauie oiwiiriii'""1i';g 100 rb upril at joinr(s) :l |:,i:lTd."rq bearing condition. Review required. 1 2 except (jt=tb) I lff.t:H";i,3ffi'8ii: '" """oto"nt"-*lin iil-ibl! tntern"tionat Residenrial code sections R502.1 1.1 and R802.10.2 ancr rererenced LOADCASE(S) Standard , 5-0-9 , 9-9-10 , 16-0-3 , 22-4-7 , 28-7-0 , 31-8-8 , 35-3-8 ,37-3-8,39-9-0, Scale = 1:67.7 3x8 - m21 5 6x8 - 237 4x12 /z TI Irt? I'ololAlr+L:l 35 36 15 Txlo MTrSHs-- 12 7x 1 0 MTl 8HS = 7lqoqFf fo H .-.- 5x10 MT20H\ TCLL TCDL BCLL BCDL LOADING (psf) 30.0 7.5 0.07.5 LUMBER TOP CHORD 2x4 DF 1800F 1.6E ot 2x4 DF No.1&Bk BOTCHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std.Except. W8.Wl'l : 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr SLIDER Left 2x6 DF 1800F 1 .6E 2-'l 0-2 REACTIONS (lb/size) l=4851/0-2-8 (req. 0-2-91, 11=420$lMechanical Max Horz 1 =-83(LC 5) Max Uplift1 =-71 0(LC 7), 1 1 =-576(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7684/1126,2-3=-7618/1152,3-4=-7713/1 174, 4-2O=-6834t1067, 20-21 =-6835/1 067, 5-21 =-6837/1 066, 5-6=-9333/1 432, 6-22=-7073/1090,22-23=-7070t1030, 7-23=-7069/1 091 , 7-8=-8646/1 309, 8-9=- l 1 450/1 652, 9-1 0=-'t 6038/2239, 10-1 1=-9182t1273 BOT CHORD 1 -24=-946/6589, 24-25=-946/6589, 25-26=-946/6589,26-27=-946/6589, 1 9-27=-946/6589, 19-28=-1254/8950,18-28=-1254/8950,18-29=-1254t8950,17-29=-1254/8950, 17-30=-1254t8950, 30-31 =-1 25418950, 31 -32=-1 25418950, 1 6-32=-1 2s4l89s0, 1 6-33=-1 307/9333, 33-34=-1 307/9333, 34-35=-1 307/9333, 35-36=-1 307/9333, 15-36=-1307/9333,14-15=-1581/11530,13-14=-1910/13917,12-13=-1165/8498, 1 1 -12=-112't t8171 WEBS 3- t 9=-1 1 3/640, 4-19=-433/2942,5-1 9=-2888/41 1 , 5-1 7=-1 1 6/91 9, 5-1 6=-91/61 3, 6-1 6=-1 91 i 1 200, 6-1 5=-2968/425, 8-1 5=-5733/781 , 8-1 4=-807/61 52, 9-1 4=-3925/538, 9-1 3=-41 9/3288. 1 0-1 3=-906/6609. 1 0-1 2=-3590/51 1 . 7-1 5=-51 6/3495 NOTES 1 ) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Too chords connected as tollows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph;TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=sft; Cat. ll; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=I.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) WARNING: Required bearing size at joint(s) 1 greater than input bearing size. 9) Refer to girde(s) for truss to truss connections. 1 0) Provide mechanical connection (by others) of truss to bearing plate capable ol withstanding 1 00 lb uplift at ioint(s) except (jt=lb) 1 =71 0, 1 1 =576. Continued on page 2 Plates Increase 1 .15 Lumber Increase 1 .15 Rep Stress Incr NO Code lRC2009/TP12007 DEFL in (loc) l/defl Ud Vert(LL) -0.53 15-16 >896 360 Vert(TL) -0.92 15-16 >519 240 Hoz(TL) 0.32 11 nla nla Wind(LL) 0.26 15-16 >999 24O PLATES GRIP MT20 220t195 MT20H 165/146 MT18HS 220t195 Weight: 473 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 80333-14 G1 I russ I ylre HIP GIRDER ury 2 ooppercreeldleravi$a3n g(D)Rp Job Reference (oDtional) NOTES Rff.l{#9L3,lE.r:*lflggirrlli-IxB1T@-o.u- l1) Thistruss is designed in accordance with the2009 International Residential code sections Rs02.11.1 and Rg02.10.2 and referenced standardANsl/Tpl 1.| 2) "Semi-rigid pitchbreaks with fixed heels" Member end fixitu mo.ter wac |,e6.{ in rh6 .^ah,.i6 ^^i r^^i^^pitchbreaks with fixed heels" Member end fixity modet wai uieo in ttre anaiyiis anJJ"rignir tni, hrr..rrother conne-ctiol qeyl99(q) shall be provided sufficient to support concentrated load(s) 31 2 tb down anruil uevtuv(s, uila[ oe Provllb down and 60 tb up at S-B-4,912 tb dbwn and d0 tb,"B,il^l;l* 11,111,0:yl,l'j^:-o^,1:l"t ::gj,^.rz ro oo,nn "nc o'0 if6'."i ;ii:;:iir'idilil # Eo"ioib""i i;."lillll3'-:Ul,1ff'#jffl.',i l;';il?9.1":l"il?fp^i"lt"":"li:r{:iil'".,.,1119.'9ti^,o,jiq;5i't'fHll#dl,li.i,.;i}113-fUi,",nAfii,i,13 3;sPqL 'v ruuuwlrarruovreupar tt-6-+'J1z lDoownand60 lbupat 19-8-4,312lbdownand60lbupat 21-g-4,3l2lbdownaridiOlUrp 31.ffi;-;"?.1f,lt 1Xi*il11j,?3#3*t"31;i;o;?llrll"t rb down and 60 rb up at 27-s-4, a;d r r rg ib do,,,n i",i is5 ib ,p'"i 2B-7-o on6ottom chord. rhe oesignrserection ofsuch connection device(s) is the responsibility of others. IOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, plate Increase=1.1SUnitorm Loads (plf) - Vert:1'4=-75'4-7=-75,7'11=-75,1-1s=-15, 14-'r5=-1s, 13-14=-15, 12-13=-15, 11-12=-1sConcentrated Loads (lb) I31"1?aitfJl],1titlt,t,2a=3121s12s=-3121s;26=-3121s;27=-s12(B)28=-3121s;2s=-s12(8)30=-312(B)31=-3121s;32=-s12(B)33=-s12(B)3a=-3121s; 6.00 FZ 3x4 :\ 7zz 13 ^^^.o 5x'10MT20H: 10 5x6q4' | | z 7x10 MT18HS-- 5x10 MT20H- Scale = 1:69.3 rC I+I: DEFL in (loc) l/defl Ud Vert(LL) -0.32 14-15 >999 360 Vert(TL) -0.60 14-15 >795 240 Horz(TL) O.27 I nla nla Wind(LL) 0.15 14 >999 24O csl TC O.72 BC 0.81 wB 1.00 (Matrix) SPAC|NG 2'0-0 Plates Increase 1.15 Lumber Increase 1 .15 Rep Stress Incr YES Code lRC2009/TP12007 LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD 2x4 DF 1800F 1 .6E or 2x4 DF No.l&Btr BOT CHORD 2x4 DF 1 800F 1 .6E or 2x4 DF No'1 &Btr WEBS 2x4 DF Stud/Std'ExcePt. W 13: 2x4 DF 1 800F 1 .6E or 2x4 DF No'1 &Btr PLATES GRIP MT20 2201195 MT20H 165/146 MT18HS 2201195 Weight:219 lb FT = 97" BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-6 oc purlins, excepl end verticals. BOT CHORD Rigid ceiling directly applied or '10-0-0 oc bracing, Except: 7-1 1 -8 oc bracing: 1 1 -1 2 9-1'l-14 oc bracing: 10-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lnstallation REACTIONS (lblsize\ 9=1779/Mechanical, 19=177 I 10-2-8 (min. 0-1 -1 4) Max Horz 1 9=-1 1 5(LC 7) Max Uplif€=-123(LC 9), 19=-123(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOp CHORD 1-20=-28471368,2-20=-26591382,2-21=-25841372,3-21=-2569/394, 3-22=-26351437, 22-23=-26351437 , 4-23=-26381437 , 4-24=-26381437,24-25='2635/437, 5-25=-26331437 , 5-6=-26731 429. 6-26=-4056/553, 7 -26=-4177 1543, 7'27 =-60991767, 8-27 =-61 61 17 65' 8-9=-3583/459, 1 -19=-17241259 BOTCHORD 18-19=-65/271,17-18=-28712461,16-17=-20412217,15'16=-20412217'14'15=-21112337, 13-14=-251t2652, 12-13=-32112922, 1 1 -1 2=-635/5369, 1 0-1 1 =-400/3283, 9-1 0=-379131 1 3 WEBS 2-17=-321t99,3-17=-41302,3-15=-95/767,4-',15=-631/163,5-15=-741623,5-14=-651524, 6-1 4=-54411 39, 6-13=-1241 1154, 6-12=-23612259, 7 -12='18341276' 7'1 1 =-125/1257' 8-1 1 =-3081257 4. 8-1 0=-1403/1 87, 1 -18=-26312208 NOTES 1 ) Unbalanced rool live loads have been considered for this design' zi winJ: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=sft Cat. ll; Exp B; enclosed;-MWFRs (all heights) and C-C Exterio(2) 0-1:12 to 4-1-7, ldterio(1) 4-1-7 to 12-5-10, Exterio(2) 12-5-10 to 31-6-7, Interio(1) 31-6-7 to 39-8-4 zone; cantilevel left and right expdsed ; end vertical left and right exposed;C-C lor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 .60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated' S) tni; truss has been hesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girde(s) for truss to truss connections. zi Provide mechanical connection (by others) ot truss to bearing plate at join(s) I 9. . 8i provide mechanical connection ibi otnersi of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (jt=lb) 9=1 23' 1 9=1 23. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.1 0'2 and reterenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard Scale = 1:67.6 L'*l SPAC|NG 2-0-o Plates Increase 1.15Lumber Increase 1 .15Rep Stress Incr YESCode lRC2009/TPt2007 DEFL in (toc) t/deft UdVert(LL) -0.20 7-9 >999 360Vert(TL) -0.42 9-10 >999 24OHorz(TL) 0.13 6 n/a nlaWind(LL) 0.09 7-9 >999 240 LOADING (psf) TCLL s0.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD BOT CHOROWEBS PLATES GBIP MT20 220t195 Weight: 195 lb FT = 0o/o 2x4 DF 1 800F 1 .6E ot 2x4 DF No.1 &Btr *Except. f2:2x4 DF 24OOF 2.0E 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr 2x4 DF Stud/Std Structural wood sheathing direcily applied, except end verticats.Hrgto cetttng direcily applied or 10_0_0 oc bracing.1 Row at midpt 2-10, g-9. 5-9 BRACING TOP CHORD BOT CHORD WEBS recommendsthatStabilizersandEquiredcross- be installed during truss erection, in accordince with Stabilizei REACITONS (tb/size) 6=1 795/O-2-B (min. 0_1 _1 5), 1 2=1 769/MechanicalMax Horz 12=-t3511-6 t,Max Uptift6=-1 25(LC 9), I 2=_1 22(LC 9) I9lC^-El-(l!) - Max- Comp./Max.^T91. -!!lforyes 250 (tb) or tess except when shown.roPcHoRD 1-16=-2864/3s3,2-16=-z7s1ts7o,2_17=-241ztsso,s_ti=-aits/sii',s_re=-zoselsgo, 1 8_1 9=_20s3/390, 4_1 9=_2093/390, 4_2O=-ZS4j . ,A6, S_zO=_i+eCBia, s,_ii =-st zot+t s,6-21 =-32497395, 1 - 1 2=-1 7 07 t259BOTCHORD 11-12=-77t352,1O-11=_267t2459,9-.10=_15672933,8_9=_305/2791,7-8=_s05t27g1, 6-7=-51712791WEBS 2-10=-53Ot124,3-10=-37413,9-g=_214t342,4-9=-111460,5_9=_794/160,5_7=ot26s, 1-11=_233t2118 NOTES 1 ) Unbalanced root live loads have been considered for this design.2) wind: ASCE 7-05; 90mph; TcDL=4.2psf; BCDL=4.2psr; n:zgi;-a=+lft; L=40ft; eave=sfr; c-ar il; Exp B;enctosed; MWFRS (al heighrs)and c-c Exterior(2) 0-1'12 to 4-1-7, Interio( l) +-t -z io is-t -t o, exteriorl-1 r s-i-r o io id-to-t,Interio(1) za-1o-7 to39-9-0 zone;cantilever left and right exposed ; end vertichi left and rioht exposed;c-i t6r memners ina forces & MWFAs roi i"""iins shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Dondino.4) This truss has been desioned for a 1 0.0 pst 6ottom inord live load nonconcurrent with any other tive loads.5) Refer to girde(s) for trusi to truss connections.6) Provide mechanical connection (by others) of truss to bearing prate ar joint(s) 6.7l Ptovide .mechanical connection ib! othersi of truss to beirin! frate cairaoiiiiriwithstanding 100 tb uptitt at joinr(s) except (jt=tb) 6=125, 8) This truss is designed in accordance with the 2009 International Residential code sections R502.1 1 .1 and Rgo2.1 0.2 anct referencedstandard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end tixity model was used in the analysis and design ot this truss. LOADCASE(S) Standard Scale = 1:71.3 5xO = 4x6 = sx6 =o.oo FE 3x4 /z 15 14 10x10 = 5x10MT20H= 3x8 - tro 12 3.00lla DEFL in (loc) lldetl Ud Vert(LL) -0.62 13-14 >769 360 Vert(TL) -1.17 13-14 >408 24O Horz(TL) 0.62 11 nla nla Wind(LL) 0.26 13-14 >999 240 Plates lncrease 1 .15 Lumber Increase 1 .15 Rep Stress Incr YES Code lRC2009/TP12007 LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr'Except' T4.f 5:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&Btr'Except. B.2:2x4 DF Stud/Std WEBS 2x4 DF Stud/Std'Except" W7:2x4 DF 1800F 1.6E or2x4 DF No.l&Btr PLATES GRIP MT20 220/195 MT20H 165/146 Weight:227 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied ot 2'2'0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-10-14 oc bracing: 13-14 2-2-0 oc bracing: 13-23. WEBS 1 Row at midpt 10-14 MiTek recommends that stabilizers and requirecl cross bracing be installed during truss erection, in accordance with Stabilizer lnstallation REACTIONS FORCES (rb) TOP CHORD BOT CHORD WEBS NOTES 1 ) Unbalanced rool live loads have been considered lor this design. 2) Wind: ASCE 7-05; 90mph;TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=sft; Cat. ll; Exp B; enclosed; MWFRS (all heights) and G-C Exterio(2) 0-1 -12 to 4-1 -7, Interio(1 ) 4-1 -7 to 1 7-9- 10, Exterio(2) | 7-9-10 to 20-7-0, Interio(1) 26-2-7 to 41 -3-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS lor reactions shown; Lumber DOL=I.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girde(s) for truss to truss connections. 7) Bearing at ioin(s) 11 considers parallel to grain value using ANSI/TPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) ol truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (jt=lb) 20=1 23, 1 1=166. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end tixity model was used in the analysis and design of this truss. LOADCASE(S) Standard (lblsize\ 20=1779/Mechanical, 1 1 =1 902/0-5-8 (min. 0-1 -1 5) Max Hoz20=-165(LC 7) Max Uplift2o=-l 23(LC 9), 1 1 =-1 66(LC 9) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-24=-2830/330,2-24=-26971342, 2-3=-26041340, 3-4=-24281359,4-5=-3397/405, 5-6=-3152/401,6-7=-31761409,7-8=-3643/461,8-25=-4524/503,9-25=-45571489, 9- 1 0=-469 1 /475, 1 0'26='5937 I 622, 1 1 -26=-6078/59 5, 1'2O=-1 7 251243 19-20=-109/265, 18-19='2O812447,6-16=-370/191, 15-16=-13213167,14-15=-26214027, 1 3-1 4=-497 t5489. 1 1 -1 3=-495/5479 2-1 8=-306/79, 4-1 8=-1 065n 21 , 5-1 6=-1 00/1 1 54, 6-1 5=-255/256, 7-1 5=-1 89/1 493, 8-15=-16721247.8-14=-80/1468,10-14=-1290/208,10-13=0/281,1-19=-198/2201, 1 6-18='181 1257 4. 4-1 6=01773 Scale = | :71.2 '13 3x4 ll 7x10 MT20H= 7x16 MTISHS- 3x4 ll tl*1"3 4x12 .-.- Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (loc) l/defl Ud Vert(LL) -0.66 1 1-12 >718 360 Vert(TL) -1.24 11-12 >384 24O Horz(TL) 0.66 I n/a nla Wind(LL) 0.26 11-12 >999 24O LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 2-2-0 oc bracing: 1 1 -1 2,1 1 -20. 1 Row at midpt PLATES GRIP MT20 220t195 MT20H 165/146 MTl8HS 220t195 Weight: 216 lb FT = 0% 4-15,6-13,8-12 LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr .Exceot' f3,T4:2x4 DF 240OF z.OE BOT CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr.Except. 82:2x4 DF Stud/Std WEBS 2x4 DF Stud/Std'Except' W7,W1,W2:2x4 DF 1800F 1.6E or2x4 DF No.l&Btr BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly apptied or 10-O-O oc bracing, Except: WEBS MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InstallationREACNONS FORCES (rb) TOP CHORD BOT CHORD WEBS NOTES 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: {S_CE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=sft; Cat. il; Exp B; enctosed; MWFRS (ail heights)and C-C Exlerio(2) 0-1-12 to 4-1-7, Interio(1) 4-1-7 to 18-10-15, Exterior(2) 18-10-15 to 23-1-12zoie;cantilever left anO right expdseA ;end vertical left and right exposed;C-C lor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gri! DOL=I .60'3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girde(s) for truss to truss connections. 5) Bearing at,oint(s) 9 considers parallel to grain value using ANSI/TPl 1 angle to grain formula. Building designer should verify capacity ofbearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplitt at joint(s) except (jt=lb) 1 7=1 80,9=1 76. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1 .1 and R802.1 0.2 and referencedstandard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with {ixed heels" Member end fixity model was used in the analysis and design of this truss.1 0) Hange(s) or other connection device(s) shall be provided sufficient to support concentrated load(st 596 lb down and 97 lb up at 5-9-1 2on top chord. The design/selection of such connection device(s) is the responsibility of others. LOADCASE(S) Standard Continued on page 2 (lbl sizel 1 7 =2238/Mechanical, 9= 1 978/0-5-8 (min. 0-2-0) Max Horz 17=-174(LC7l Max Upliftl 7=-1 80(LC 9), 9=-1 76(LC 9) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1 -21 =-3623/399, 21 -22=-349Ot 402, 2-22=-31 93t382, 2-3=-2879t35O, 3-4=-2688t37 1, 4-23=-3579t378,5-23=-3471/393,5-6=-3473/386,6-7=-4884/470,7-8=-5017t442. 8-24=-6244/581, 9-24=-6386/554, 1 -1 7 =-2179/286 1 6-1 7=-1 33/384, 15-16=-272t3130, 5-13=-238t2594, 12-13=-235t4316. 1 1-12=-459t5772. 9-11=-457t5761 2-16=-259/88,2-15=-857/145,4-15=-1099/76,13-15=-18212936,4-13=0/721, 6-1 3=-1 735/203, 6-1 2=-67/1 553, 8-12=-12771291 ,8-11=Ot279. 1-16=-237/2767 1) Dead + Roof Live.(balanced): Lumber Increase=1.15, plate Increase=1.15Uniform Loads (plf) - Vert:1-5=-7S,5-10=-7S, 14_17=-15,12_13=_1S, 12_1g=-15Concentrated Loads (lb) vert:22=-536 Scale = l:60.1 -t Y, Plates Increase 1.15Lumber Increase 1 .15Rep Stress Incr yES Code lRC2009/Tpt2O07 DEFL in (toc) tldefl LtdVert(LL) -0.43 9-10 >900 360Vert(TL) -0.83 9-10 >469 24OHorz(TL) 0.35 7 nla ilaWind(LL) 0.18 9 >999 240 LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 PLATES GRIP MT20 220t195 MT20H 165/146 Weight: 141 lb FT = 0oloLUMBER TOP CHORD 2x4 DF 1800F 1.6E ot 2x4DF No.1&BtrBOT CHORD 2x4 DF 1800F 1.6E ot 2x4Or No.raeiiWEBS 2x4 DF Stud/Sro Shuctural wood sheathing directly applied or 2_2_0 oc purlins.Rigid ceiting direcily appt6d or r O-Old oc OiacinS. -- '-"" -' 'I Flow at midpt 6-10 BRACING TOP CHORD BOT CHORD WEBS REACITONS (lb/size) 1=146JlO-5€ (min. 0-1-9), 7=1603/O_s-8 (min. O_1_10)Max Horz 1 =-131 (LC 7) Max Upliftl=-91(LC 9), 7=-1Sg(LC a) I!!C^-ES_tl!) - Max. Comp./Max.^Ten. --Ail forces 2S0 (tb) or ress except when shown.rop cHoRD 1-12=-26s6t27-s,2-12=-257stisi,i-ii=-Liiet2er, s_1s=-2s21t302,3_14=-31s7t3s7,4-14=-321st383,.4-5=-3131731 1, 5-6=-3275t284, o-rs=-noa6/aii, |'-is=liefiAoqBor c HoRD 1 - 1 1 = -86 t 22s8, 1 o - 1 1 =o t 1 7 67, s _i i-ii2t iias, 7 _s =_s2st 42s7WEBS 2-11=-4s2/140,3-1 1=-so/60t,'3- to=-ilzlii$,4_10=-4s6/158, 6-10=-1370/210, 6-s=0/332 NOTES | ) llnbalanced rool live loads have been considered for this,/ v,,wqrq,,usu ruur rve ruaqs nave oeen constderecl for this design.o H'Jt.tt"-'"1,"',?i i$1,!I"ti.'.=.]"T1"?3?l;';Tlli*t:*y*;3,11:1"::'J,rg1L1Tr p; encrosed; ryrwfRs (a' heishts)and.c-c Exterior{2) 0-2'-12to s-6a rriterio;a) 3€;ilr;d'i;#i'd;1:;il5;:J:i;" rr; Exp ts;encrosed;MWFRS (allheishts) vertical left and ribtrt exposea;b-C tbr memde'rs ,nJ rJ-o_-"-*'r*rpe rar raa^ri^^^ ^.^...-. ,19f'-"Tltev9r]9tt 3nd rightexposed ; end9li!'ljt1!',":,XH+S3'r?19fff,"",."Jfftr9iffi:lgio'""" a MWFRS i'; rea;i;;" 'n.i"'ii',',ilBfil3fli:3[flUJl?Jb%i:ii8; 3l I:f.,*T?ff,T,"1;r:::n:* g:,1^g .o-qr-ll"nll" crroro rive roacnonconcurrent with any orher tive toads.t) |"?',iJS,l*"j::(:) 7 considers parartet ro'siain vai,;;;;NblnpiiffiiJ[1l'il'L?fit i"--'JJl[il3X11ign",.no,rd veriry capacity orbearingsurface. ev'lrv'n!vr" ' I qrsrcrugrdrrrrotlnula. tlullolngdesignershouldverifycapacityol 6) Provide mechanical connection. (by others) ot truss to bearing plqle capabte of withstandingl_00 tb uplift at joint(s) 1 except 0r=b) 7=i 59.7) J,HJ:H";iSffi'ti,'i:," accordinte with it'l ioos intJiniroi'ir nesioLntiar c;;;;il;;, R502..r1.1 and R802.i0.2 and rererencedstandardANSl/Tpl .1. _ vwsJsulrulrnouz.tt.lanoH6oz.l( 8) "semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis anct design of this truss. LOADCASE(S) Standard 6ooFZ Scale = 1 :61.6 Il"t? IqDl tnl Plates Increase 1 .i sLumber lncrease 1.15 Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (toc) ydeft LtdVert(LL) -0.23 6-8 >999 360Vert(TL) -0.46 6-8 >596 240Horz(TL) 0.29 6 n/a nlaWind(LL) 0.08 6-8 >999 24O LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER TOP CHORD BOT CHORD WEBS REACTIONS FORCES (tb) TOP CHORD BOT CHORD WEBS NOTES PLATES GRIP MT20 220/195 Weight: 142 lb FT = 0% 2x4 DF 1800F 1.6E or 2x4 DF No.l &Btr2x4 DF 1800F 1.6Eor2x4 DF No.l&Btr.Exceot' B'2:2x4 DF Stud/Std 2x4 DF Stud/Std (lb/size) 6=1 158/0-5-8 (min. 0-1-B), 12=101 1/MechanicalMax Horz 12=-Z7g1yg 4Max Uplitt6=-1 1 1 (LC 9), 12=-7S(LC 9) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when snown. 1-?--399/9s, 2-1 3=-386/63, 3-1 3=-423151 , s-4=-12sotjs, 4-s=-14ast46, s-l4=-2s77/184,6-1 4=-301 1/1 54, 1 -12=-982tO 2-1 0=-64t27 1, 9-1 o=Ot 1 1 27, 8_9=_6372639, 6-8=_62126493-9=01779, 5-9=-1396/232, 5-8=91324, 1 0_12=_197/656, 1 -1 0=0/815, 3_10=-1 177 /1 1 1 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. .BOl_CHORD Rigid ceiting direcfly apptied or rd_O_dociracind.WEBS 1 Row at midpt 5_9, 1_12 rvr I e^ rscornrnenos InaI slaDillzers and required cross bracingbe installed during truss erection, in accordince with Stabilizer 1 ) Unbalanced roof live loads have been considered for this design.2) wind: ASCE 7-05;gomph;TcDL=4'2psf; BcDL=4.2pst; h=25fi; ,B=45ft; L=24ft; eave=4ft;.cat. il; Exp B; enctosed; MWFBS (ail heighrs)and C-C Exterio(2) 0-1 -12 ro 5-1 _15, interio(1 ) s_1 -i s tb 24_6_13 zone; ca"lir"i"i6n ""il rigr,t 6xpdsei ; ;;;;;iic;iieft and righrexposed;C-C for members and forces & MWFAS for reactions shown; Lumber DOL=I .60 plate grip DOL=I.603) This huss.has been designed for a 10.0 psf bottom ctroio iive roao nohconcurieni*itn'iiy otn", rive toads.4) Refer to girder(s) for truss to truss connections. t) ft"#'133,i*?:t(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formuta. Building designer shoutd verify capacity of t) 8::l'i: mechanical connection (by others) of truss to bearing plate capabte of withstanding 1 00 tb uptift at joinr(s) 1 2 except (jt=tb) 7) This truss is designed in accordance with the 2009 lnternational Residential code sections R502.1 1.1 and Rg02.1 0.2 and referencedstandard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels' Member end tixity model was used in the analysis and design ot this truss. LOADCASE(S) Standard Scale:98"=1' LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 SPACING 2-0-0Plates Increase 1.15Lumber Increase I .15Rep Stress Incr YES Code lRC2009/TPt2O07 csl TC 0.34 BC 0.11 wB 0.08(Matrix) DEFL in (toc) t/defl UdVert(LL) 0.00 I nh 120Vert(TL) -0.00 I ntr 12OHorz(TL) 0.01 7 nla nta PLATES GRIPMT20 220/195 Weight:67 lb FT = 0oloLUMBER TOP CHORD BOT CHORDWEBS OTHERS 2x4 DF 1 800F 1.6E or 2x4 DF No.l &Btr2x4 DF 1 800F 1.6E or 2x4 DF No.1 &Btr2x4 DF Stud/Std 2x4 DF Stud/Std BRACING TOP CHORD BOT CHORD :lrJit"Ifllf:. sheathins direcily apptied or 6-0-0 oc purtins, except Rigid ceiling direcfly applied or 10-0-0 oc bracing. Mr teK recommends that Stabilizers and required cross bracingbe installed during truss erection, in accordince with StabilizerREACTIONS Ail bearings 12-6-0. (lb) - Max Horz 14=-182(LC 5)Max Uptift Ail uptitt.100 t!_or.tess at joint(s) 14,7,1g,12, 11, 10, 9Max Grav Arr reactions 250 rb or resi at jointlsy i+,-is,,1z,ir ,lo, s except 7=257(Lc 1) I9ICJ9^_(!) - Max. Comp./MaI.^TT:--.4! forces 2so (tb) or tess except when shown.ToP cHoRD s-6=-280l49, 6-16=-g2zs8, 7-16=_s2aia.i - BOTCHORD 13-14=-52/339,12-19=-52t999,11_rZ=_sztsgg,10-11=-521339,9_10=_521339,7_g=_52/33g NOTES 1) wind: ASCE 7-05;gomph; TcDL=4.?psf; BcDL=4.2psl; h=25ft; B=4511;L=24.ft;eave=2ft;.Cat. lt; Exp B; enctosed; MWFRS (a' heights)and C-C corner(3) 0-1-12 ro 3-1_-12, Exrerio(z) s_r_i2 rb r+_o is zonelci"tiidi,"ir"-n "i,l right;xpd9d ; enJ veiiicaiiett anc rigntexposed;C-C for members and forces a UWFAS tor reactions shown; Lumber DOL=1.60 ptate grip DOL=.t.602) Truss designed for wind loads in the plane ot the trusi onry. ror stuoi eifolqq i". ry{rii""rrat to the tace), see standard hdustry^. Gable End Derairs-as appricabre,.or c6nsurt quatitiea ouiroing designer as ilerlNdrneiri3) Af f plates are 2x4 MT2O unless otherwise indicated.4) Gable requires continuous bottom chord bearino.5) Gable studs spaced at 2-0-0 oc.6) This lruss has been designed for- a 10.0 psf bottom chord live load nonconcurrent with any other tive loads.7) Provide mechanical connection (by otheis) of truss to beiring plate capabte of wiih.li"Jing 100 tb uptift at join(s) 14, 7, 13, 12, 11 , 1o, 0 ]ffJ:Ht;i,3ffi'tlti: '" accordance with the 2o0e International Residentiat code secrions R502.1 1.1 and R802.10.2 and referenced LOAD CASE(S) Standard Scale = 1:22.5 5x10 MT20H = 125 4xB = 3 8 3x8 ll Plates Increase 1 .15 Lumber Increase 1.15 Rep Stress Incr NO Code lRC2009/Tpt2007 DEFL in (loc) UdeflVert(LL) -0.21 7-B >756 Vert(TL) -0.36 7-A >439 Horz(TL) 0.05 6 n/a Wind(LL) 0.09 I >999 ud 360 240 n/a 240 LOADING (psf) TCLL 30.0 TCDL 7,5 BCLL O.O BCDL 7.5 PLATES GRIP MT20 220t195 MT20H 165/146 MTl8HS 220/195 Weight: 73 lb FT = go7" LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&BtrBOT CHORD 2x6 DF 2400F 2.0EWEBS 2x4 DF Stud/Std,Except. W2,W4:2x4 DF 1800F 1.6E or2x4 DF No.l&Btr :l,Ji,{ii:.t shearhins direcfy apptied o | 2_2_11 oc puiins, except BRACING TOP CHORD BOT CHORD REACTIONS (tb/size) 10=4169/0-5-8 (min. 0_4-2), 6=9990/0_5_8 (min. O_4_O)Max Horz 1 0=-42(LC 3) Max Uptiftt0=-402(LC 3), 6=_3S7(LC 4) lglC-Es_ llb) - Max. Comp./Max _r9l -4tllqges 2s0 (tb) or ress excepr when shown.ropcHoFD 1-10=-304's/316, t_11=_sssitiTi,i-i[-tdi.+tstz,2-3=_5s341s77,3_4=_s57s1s41,4_1 2=_5573t541, 5_12=_5573/541, 5_6=_9277 lgggBoT CHORD 9-1 5=-800/8095, S__r s-=_69676695, e_iO=_S006ogs, 7_1 6=_800/8095*EBS 1-e=-643/6613, s-s=-240s/2ss,sr-e=-iszh;7a,si:zi+giiii,iri=-azsrc+.rz NOTES 1) wind: ASCE 7-05; 90mph; TCDL=4'2psf; BcDL=4.2psf; h=25ft; B=45fr; L=24ft; eave=4ft;.cat. il; Exp^B; enctosed; MWFRS (ail heights);cantilever left and right exposed ; endverticar reft.an[iiiht exposed; Lumber DoL=1.60 ptate grip DoL=1.602) Provide adequate drainage to prevent water Dondino. - 3) Att ptates are MT20 plates unless otherwise indicatel.4' I hrs truss has been desioned for_ a 10..0 pst bottom chord live load nonconcurrent with any other live loads.t) 3:3[9: mechanical conniection tov oirr6[j oriiud ti';;;"s prate capaoie oi wiirrit"#ng 100 rb uprifr aqoint(s) excepr 6t=rb) 10=402, " IrHa':Ht;i,3;i8iti:'t accordance with the 2009 International Residentiat code secrions R502.11.1 and R802.10.2 and referencedstandard ANSI/TPI 1.7) "Fix heels onry" Member end fixity moder was used in the anarysis and design of this truss.8) llgnge(s) or other connection device(s) snarr oe piovioea-sufficient to support concentratesufficienl to support concentrated load(s) 996 lb down and g7 tb up at 0-6_ 1 2,:ii1B.ry:,T3r9J,f,ili#"?r';';'i.'1311',,l1ll'"'#Lr;,,l*ii"dig'pq:il:d;ii"!"li,i"#[:J'eTilf'T#!9,?1,?uP a' z-o- t1' wo ro oown ano a/ Ib uD at 4-6-12, 996 lb down and 87 lb up at G-6-12, ggo lb uown and g7 lb up31,,';3;1'ft"11fl11?lt":?$1Jfi'?lJ|li",l1,,lT-#:::o sscto oown a;Jat 6 il; j2lelrz on botom chord. rhe desisn/serection or,s_u,cjr c,olle^ctiolj_ev]ce(s) is the responsibitity of others.9) In the LoAD cAsE(s) section, loadd apprieo iotne iace of the truss are noted as front (F) or back (B), LOADCASE(S) Srandard 1) Dead + Roof Live{balanced): Lumber Increase=1..15, plate Increase=1.1SUniform Loads (ptf) Vert: 1-5=-75, 6-10=-15 Concentrated Loads (lb) Vert: 8=-996(B) 7=-996(B) 1 3=-9s6(B) 1 4=-9951s; 1 s=_s961s; 1 6=_9961s; 1 7=-s961s1 Rigid ceiling directly applied or 10-0_0 oc bracing. Scale = 1:10.6 j 1 Plates Increase 1 .15Lumber lncrease 1.15Rep Stress Incr yES Code lRC2009/Tpt2007 DEFL in (toc) t/deft UdVert(LL) -0.00 2 >999 360Vert(TL) -0.00 2 >999 24OHoz(TL) -0.00 g nla n/aWind(LL) 0.00 2 ** 24O , 1-1-'tr-r 1-1-2 LoADING (psf) TCLL 30.0 TCDL 7.5BCLL O.OBCDL 7.5 PLATES GRIP MT20 220t195 Weight: 7lb FT = 0%LUMBER igt 9!-19!9 2x4 DF 1800F 1.6Eor2x4 DF No.1&Brr,BOr_CHORD 2x4 DF 1800F 1.6Eot2x4 oe Iri".iaeilWEDGE 3[Yi'::ii.[T,'*'"ffi iilii"i':",'lyBryl:ffjJ#ocpur,ins BRACING TOP CHORD BOT CHOFD Left:2x4 DF Stud/Std REACTIONS (lb/size) 2=269/0-5-8 (min.0_1-8),5=8/Mechanicat, g=_65/MechanicalMax Hoz 2=51 (LC a)Max Uplift2=-80(Lc 9), 3=-6S(LC 1 )Max crav2=269(Lc r), 5=1sGC ej, g=zo(t_C g) FoRcEs (rb) - Max. comp./Max. Ten. - Ail forces 250 (rb) or ress except when shown. NOTES 1) wind: ASCE 7-05; gomphi Tc.DL=4'2p!f; BcDL=4'2Psf ; h=25ft B=45ft; L=24ft; eave=4rt; cat. il; !".p B; "n.lo.ed; MWFRS (a[ heights) ", ili""*?"?i"Ji"Jl?,ffi;3??jl!Ti.3frr1t"',,Tjil3i:;%a"il;d;;itft;i;A;:;lilseo;i-c rb,,'",uli, "nJiorces a MWFRS2) This truss has been desioned.for a to.obJiudttJm c-ni-ro'iive toad nonconcurrent with any other rive roads.3) Referto girde(s) for trus-s to lruss connections.4,} r'rovlcle mechanical connection (by others) ot truss to bearing plate capabre of withstanding 1 00 rb uplitt at joint(s) 2. 3.t)LHJ:H"ii3ffi'8iT: '" accordinte with ih;,00s inti'liioiirE".r;Ent,t;r c;;!;iiJ,is nsoz.r r.r ano Reoe.io.z and referenced LOADCASE(S) Standard Scale = 1:15.6 J|i 1 n-l - LOADING (psf) TCLL 30.0 TCDL 7,5BCLL O.OBCDL 7.5 SPAC|NG 2-O-OPlates Increase 1.i5Lumber Increase 1 .15Rep Stress Incr yES Code lRC2009/Tp12O07 qsr TC o.17 BC 0.03 wB 0.00(Matrix) DEFL in (toc) vdefl UdVert(LL) -0.00 2-4 >999 360Vett(TL) -0.00 2-4 >999 24OHoz(TL) -0.00 3 n/a ntaWind(LL) 0.00 240 PLATES GRIP MT20 220t195 Weight: 11 lb FT = 0%LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&BtrBOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF M:l&Bi;WEDGE Lett 2x4 DF Stud/Std REACTTONS (lb/size) 3=33/M€chanicat, 2=293/0_5_8 (min. 0_1_B), 4=17lMechanicalMax Horz2=72(LC gl Max Uptift3=-18(LC 6),2=_59(LC a)Max Grav3=33(LC 1 ), 2=293(LC 1i, 4=40(Lc 2) FoRcEs (rb) - Max. comp./Max. Ten. - Ail forces 2s0 (rb) or ress except when shown. NOTES 1) wind: ASCE 7-05; 90mph; TcDL=4'2psf; BCDL=4'2pst' h=25ft; B=45ft; L =2411; eave=4fti,cat. il; Exp B;.enctosed; MWFRS (alt heights)and c-c Exterio(2) -1-7-o ro 1-5-0, Inierior(r) 1-s o16?6-o 1o,i";drii""";i;h {";riiiii "por"o ; end verricar reft and righrexposed;c-c for members and forces a uWFns rorieac-tions.shown; Lumber DoL=l 160 ptate grip DoL=l.602) This truss has been desioned.tor a 1o.o psf bottom cr,oiili"" toad no;;;;;u;;Iiitt,'iiv om",. rive loads.3) Referto girde(s) tor trus-s to rruss connections.4) Provide mechanical connection. (by ottrerg ot tiuss to bearing plate capable of withstanding 100 tb uptift at join(s) 3, 2.t) J,HJ:H';i3ffi'8ii: '" accordanbe with ihe 20oe inremario-nir Aesi;;;ti"r il;;;iiJns nsoz.r r . r ana heo2.i o.z and re,erenced LOAD CASE(S) Srandard BRACING TOP CHORDBOT CHORD Structuraf wood sheathing directly applied or 2_7-2 oc outlins.Frrgro cetttng direcfly applied or 10_0_0 oc bracing. Scale = 1:20.5 Il.l-l rTlo loEl+1' l' 4-0-14 1-7-6 o-0- LOADING (psl) TCLL 30.0TCDL 7.5 BCLL O.O BCDL 7.5 SPAC|NG 2-O-0 Plates Increase 1 .1SLumber lncrease 1.15 Rep Stress Incr YES Code lRC2009/TPt2OO7 csr TC o.17BC 0.05 wB 0.03 (Matrix) DEFL in (toc) Udefl UdVen(LL) -0.O2 6 >999 360Vert(TL) -0.04 6 >999 24OHorz(TL) -0.02 5 n/a nlaWind(LL) 0.03 6 >999 240 PLATES GRIP MT20 220t195 Weight: 18lb FT = 0%LUMBER TOP CHORD BOT CHORD WEBS WEDGE Left: 2x4 DF Stud/Std REACTTONS (lblsize) 4=127tMechanicat, 2=399/0-5-8 (min. 0_1_8), 5=12lMechanicalMax Horz 2=95(LC 9) Max Uplift4=-31(LC 9), 2=-47(LC 9)Maxcrav4=127(LC 1),2=399(LC i), S=eA(lC z) FORCES (tb) - Max. Comp./Max. Ten. - Ail forces 2S0 (lb) or tess except when shown. NOTES llnlgturel wood sheathing direcrty apptied or 4-1 -2 oc purtins.Hrgro cetttng direcily applied or 6-0_0 oc bracing. Mt teK recommends lhat stabilizers and required cross bracingbe installed during truss erection, in accordince with Stabilizer 2x4 DF 1800F 1.6Eor2x4 DF No.l&Btr2x4 DF 1 800F 1.6E or 2x4 DF No.1 &Btr2x4 DF Stud/Std BRACING TOP CHORD BOT CHORD 1) wind: ASCE 7-05; 90mph; Tcnl=4'2pst; BcDL=4.2psf; h=25ft; B=45ft,'L=24ft; eave=4ft; cat. il; Exp B; enctosed; MWFRS (ail heights)and C-C Exterior(2) -1-7-0 to 1-5'0, Inierior(1) t-s-o tb a-o-o zoti"; ""ntii.u"ii"h *Jrign-i erpos"o ; end verricat teft and righrexposed;C-C tor members and lorces & MWFRS for reactions shown; Lumber DOL=1 ."OO prate grip DOL=I.602) This truss has been designed for a 10.0 pst bottom cnoiu-iive loao nohconCuireniwim'iiy otner rive loads.3) Refer to girde(s) for truss to truss conn6ctions.4) Provide mechanical connection. (by others) of truss to bearing pl{e capable of withstanding 100 lb uplift at joinr(s) 4, 2.t)lff t:fiii,3ffi'8i,'i:," accorddn-ce with ihe 2oos tntematio-nir Aesidtntiar c"iJl-,iiii"ii;n502.11jr ;rd hod).id:t;nd re,erenced LOAD CASE(S) Srandard Scale = 1:25.3 I* l. Plates Increase 1 .15 Lumber Increase I .1S Rep Stress Incr yES Code lRC2009/TPt2007 DEFL in (loc) ydefl Vert(LL) -0.02 7 >999Vert(TL) -0.04 7 >999Horz(TL) 0.01 6 n/aWind(LL) 0.02 7 >999 Ud 360 240 nla 240 LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 PLATES GRIPMT20 220t195 Weight: 28 lb FT = O%LUMBER TOP CHORD 2x4 DF 1 800F 1.6E or 2x4 DF No.1 &BtrBOT CHORD 2x4 DF 1800F 1.6E or 2x4 Of Nfo.raeirWEBS 2x4 DF Stud/StdWEDGE Lelt:2x4 DF Stud/Std REACIONS (lb/size) 5=208/Mechanical, 2=398/0_5_8 (min. 0_1_A), 6=B/MechanicalMax Hoz 2=i 1 8(LC 9)Max Uptifrs=-4S(LC 9),2=_40(LC a)Max Grav5=208(LC 1), 2=398(LC i;, O=re1lC z; IgIC^E-S_lE) - Max. Comp./Max. Ten. - Ail forces 250 (tb) or ress excepr when shown.TOP CHORD 2-9=-276/6 NOTES Structural wood sheathing direcily applied or 5_7_2 oc purlins.Fflgto ceiltng direcily applied or 1 0_0_0 oc bracing. Mr I eK recommencts that Stabilizers and requirb- cross bracingbe installed during truss erection, in accordince with StabilLei BRACING TOP CHORD BOT CHORD 1) wind: ASCE 7-05; gomph; TcDL=4'2pst; BcDL=4'2psf; h=25ft; B=45fu L =24ft; eave=4rti,cat. il; Exp B;.enctosed; MWFRS (ail heights)and c-c Exterio(2) -1-7-o to 1-5-0, Inierior(l) t-u-o ti !lo-9_1o;g; ."r'r,i;i;! d;n:iiii erpo""o ; end verticar reft and righrexposed;c-c for members and forces a UWFRS tor reiciions shown; Lumber DoL=t Io ptate grip DoL=l.602) This truss has been desioned for a 1 0.0 psf bottom cnoiJ-iiu" roao nohconcuireniiirt 'iiy otn"' rive toads.3) Refer to girde(s) for husi to truss connections.4) Provide mechanical connection.(by others) ot truss to bearing plate capable of withstanding 1 00 tb uplift at joint(s) 5, 2.t) L!|r':Ht;i,3ffi't|i: ," accordinte with itr" zoos internatonir nesio'entiar c"oJ "i"ii",i;n502.1 1:1 ;.d hod.i oli;nd rererenced LOADCASE(S) Srandard Scale = 1:29.9 € 7-10-0-8 4- LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER SPACING 2-0-o Plates Increase 1 .15 Lumber Increase 1.1S Rep Slress Incr yES Code lRC2009/Tpt20O7 csl TC 0.65BC 0.32wB 0.00 (Matrix) DEFL in (toc) ydefl Vert(LL) -0.11 2-4 >727 Vert(TL) -0.24 2-4 >942Horz(TL) -0.00 3 ntaWind(LL) 0.00 Ud 360 240 nla 240 PLATES GRIP MT20 220/195 Weight:24 lb FT = O% TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&BtrBOT CHORD 2x4 DF 1800F 1.6E or2x4 DF M.1tBi;WEDGE Lett:2x4 DF Stud/Std REACTIONS (lbl size) g=2g7 l.Mechanicat, 2=460/0-5-A (min. 0-1 _B), 4_51 /MechanicalMax Hoz2=141(LC 9)Max Uplift3=-84(LC 9),2=-35(LC a)Max Grav3=237(LC r), 2=46d(LC i 1, a=r 1 9116 21 Structural wood sheathing direcfly applied or 6_0-0 oc ourlins.Hrgro cetttng direcily applied or 6_0_0 oc bracing. BRACING TOP CHORD BOT CHORD FORCES (lb) - Max. Comp./Max. Ten. _ All forces 250 (lb) or tess except when shown. NOTES 1) Wind: ASCE 7-05; gomph; TCD| =4.2psf; BCDL=4.2psf ; h=25ft; B=45ft; L =24tt; eave=4tt;Cat. il; Exp B;.enctosed; MWFRS (ail heights)and c-c Exterio(2) -1-7-0 to 1-5-0, Inierio(1) r-s-o-t[70-o to'i"; ""nt,'i"u"ri"h;;;"'siii exposed ; end verricat teft and rightexposed;c-c for members and forces & MWFRS to.r"""lionr-"ni"n", 'i;;il;'6cjl"=i'$o prate grip DoL=l.602) This truss has been desioned for a to'o psr uottom tiroiJ'iiu" roao noiioncuireniiit,'iiy om". rive roads.3) Reler to girde(s) for trusi to rruss connections.4) Provide mechanical connection. (by others) otiiuss to bearing ptate capabte ol withstanding 1 00 lb uplift at ioint(s) 3, 2.t) ]*r':Hift3ffi'tii: '" accordan-ce with ine eoog inte'r'afio-nir nesia'entiar a;;;;i;;;, R502.11.1 ano haoi.io.z and rererenced LOAD CASE(S) Standard Scale = 1:12.2 Plates lncrease 1.1SLumber Increase 1.15Rep Stress Incr yES Code lRC2009/Tpt2007 DEFL in (toc) UdetlVert(LL) -0.00 1-3 >999Vert(TL) -0.01 1-3 >999Hoz(TL) -0.00 2 nlaWind(LL) 0.00 1 -.r. Ud360 240 n/a 240 LOADING (psf) TCLL 30.0TCDL 7.5BCLL O.OBCDL 7.5 PLATES GRIP MT20 220t195 Weight:9 lb FT = 0%LUMBER I9l Ql-fglD 2x4 DF 1800F 1.6E or 2x4DF No.1&BrrBOT CHOBD 2x4 DF 1800F i.6E or2x4 Oe li".iaeii BRACING TOP CHORDBOT CHORD REACTfONS (tb/size) 1=1g7tO-l-0 (min. 0-1_B),2=114/Mechanicat,3=23lMechanicalMax Horz 1 =36(LC 9)Max Uplift2=-s2(LC si)Max Gravl=137(LC 1), 2=1 14(LC 1), 3=53(LC 2) FoRcEs (rb) - Max. comp./Max. Ten. - Ail forces 250 (lb) or ress except when shown. NOTESt'$'it-tt%i"t?;i:#3itl"9l=4'2psf ; BcDL=4'2psr; h=25fi; B=4sft; L=24ft; eave=4rt; car: llj !x.p B; encrosed; MWFR' (ail heishrs)ror reactions shown: | ,,_n".TA",uil ,Xl,l,:g^y11"*qg.:o ;enri "erficai t-ft;;i;A;il;;sed;c_c for members and rorccs R MWFRaili{1.?e'il"J;Tf? ffil??i5Tif;;:t""Sfi#l:";**i;"l,::i'"i'lla?tl'i Jl;!31;,3:i13;;g';g'";XHi,lifll,ffii'A5al"i,l1?il3??,31"":l'.:'#"T,",35hdgri:iiii""5i",,pp.i.::sJf,r,:::l:tr$l$6r chord tive toad nonconcurrent with any other tive toads3) Refer to girde(s) tor trus-s tlo rruss connections. rvs ruau rlonconclJrrr ;i5fJi:: g::l1f1::l*:pl ltl gllgflof truss to bearins prate ar joint(s) 13ii;?J',?;,T?iHiffi::"'lX"$3f,i:i:'*rl**iiffi"{i{ii{:fiiiti5l''**o"no"s-,00,bup,i'tat joinr(s)2j,Hr':H'ii#'tned in accordante wittr ine eoog iirc'Ji"?'5i?!,ic,!fi;i ;ili !::ffi11,9#r?: i.l"X,,'i ,fll|lll o' , *o rererenced LOADCASE(S) Srandard :frygturg! wood sheathing directly apptied or g-1_12oc purlins.Rlgllj"*ryjq".tlv "pptieo or r o-old oc oi".ins. - vv Pu' "' '\ Scale = 1:18.6 i"l+l" rate Offsets (X,y): 160-2-0^0-2 4-1-8 1 -8-0 'HHfi'"' LOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7.5 SPACING 2-0-0Plates Increase 1 .15 Lumber Increase 1.1SRep Stress Incr yES Code lRC2009/Tpt2007 cslTC 0.38 BC 0.06 wB 0.12(Matrix) 9EFL in (loc) t/deft Udvert(Ll) -0.0S 6 >999 360Vert(TL) -0.09 6 >792 240Horz(TL) O.02 5 n/a nlaWind(LL) 0.0S 6 >999 Z4O PTATES GRIPMT20 220t195 Weight: 22 lb Ff = O%LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF 1800F 1.6Eor2x4 DF No.1&Bh2x4 DF 1800F 1.6E or2x4 DF No.l&Btr2x4 DF Stud/Std Structural wood sheathing direcily applied or 5_9_l 2 oc purlinsRigid ceiling direcily apptied or t O_Old oc Oracinl - BRACING TOP CHORD BOT CHORD REAcnoNs [fi:''r?..]=3?,ulg?in""'"at'4=244tMechanicar's=12lMechanical Max Upliftl=-1(LC 9), 4=-42(LC a)Max Grav 1 =256 (LC 1), 4=244(LC 1 ), S=28(LC 2) FORCES (rb) - Max' Como./Max. T-en - At forces 250 (rb) or ress except when shown.TOPCHORD 1-S=-431161, 2_8=_967t65BOT CHORD 1 -7=-1531979, 6_7 =_171 t3g8WEBS 3-6=-997265, 2_6=_9291144 NOTES 1) Wind: AS_CE 7 05; gomphi TCDL=4.2psf; BCDL=4.2psf : h=and c-c Ex!erio(2) 0-0:12 ro 3-0-12, rnrerior(l) 3-0-12 ro.-1#;3"1135:i5:1y::1t1"1.M1P-B,enclosed;MWFRS (ail heishrs)ffi;?'Et5ililHlff3;lf l?i,,l,ll'ffi;ffltsgj,i:*;9:6"#S*.1,x;$ixi:r*ii."r[",f1ifllli:3;,YJ{:::fillexposed;C-C for members and forces a UWFdS 6i,e;fi-o;," :"'-' uarr'rrsvEr rcrt anq ngnl exposed ; end ve Thistrusif,.r6""nd"-_."]"-J;;^,","n^^.L^x^_^.^__,,,.sn9,nn;LumberDOL=I.60plategripDOL=1.603l l:[ilf: [X1,?i?.t 1::::**:""i90 fiiliilffi;1i"J1""lill];iiffit?ffi::i:?1""ff'f"","o"';3,1 lete.r Jo girde(s) for trus6 to truss conne'ctions. 3ii;?J'f;"Ti,'H:ffi'":",1T$'ffi1?[:'ll,l Hlm: p,::glls^tl*::,T::i9:Lythsta$insr0-0-,b up,i* ar joint(s) 1, 4o LHJ:H"ii3ffi'F1f ," accorddn.ce w*n ine ioog i"rffiil;',$ii:""fiffi:: 3;[:1"::ffi#;33J: i:"|"i ,#X!llJ;o;". rererenced LOADCASE(S) Srandard Scale = 1:24.9 K Plates Increase 1 .15Lumber lncrease 1.15 Rep Stress Incr yES Code lRC2009/Tpt2007 DEFL in (toc) tldefl Udvert(Ll) -0.03 I >999 360Vert(TL) -0.06 7-B >999 24OHoz(TL) 0.04 6 n/a ilaWind(LL) O.02 I >999 240 LOADING (psf) TCLL 30.0TCDL 7.5BCLL O.OBCDL 7.5 PLATES GRIPMT20 220/195 Weight:39 lb FT = 0%LUMBER I9l qHORD 2x4 DF 1800F t.6E or2x4 DF No.1&BrrBOT CHORD 2x4 DF 1800F 1.6E o( 2x4 DF N;.i&Bi;WEBS 2x4 DF Stud/Std REACTIONS (tb/size) 1 =376/Me^chanicat, 5=373/Mechanicat, 6=3/MechanicalMax Hotz 1 =98(LC 9) Max Uptift1=-1(LC 9), 5=_53(LC 9)Max cravt=376(LC t),5=3'S(LC 1), 6=7(LC 2) FORCES (lb) - Max. Como./Max. Ten __ All forces 250 (tb) or tess except when shown.I9l 9i19!9 1 -2= _623 1 56, 2_ 1 o=.7 s6/ 1 i6: 1b_i r Jiiir sb, s. 1 1 =_7 27 t 1 32.BoJ cHoRD 1 -e=-1 57 152s, B_s=_l 66/s6i; z:e=:il'aii6)"'WEBS 3-8=_48/275,4_7=_6st2s4,e'_t=-zsoii6i-' NOTES 1) wind: ASCE 7-05; gomph:TCDL=4 2psf; BcDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; cat. il; Exp B; encrosed; MWFRS (all heights)and C-C Exterio(2) o_o-12 to e o_rz, interioilifs_ii_iiib'6_s_o.onercintireuei L.iiIni'iignr expose_o ;end verricat lett and rishrexposed;c-c for members and forces a ruwiAs rorre;;ti"", .hd;; il;;;; rjcjL:i'H prare grip DoL=1.602) This truss has been desioned for a 10.0 psr oottom cir-oii iiue roao nonconcurrent with any other rive roads.3) Refer to girde(s) for trusi to truss connections.4') Hrovlde mechanical connection (by others) ot truss to bearing plate capable of withstanding 100 tb uplift at joint(s) 1 , 5.t)],HJ:H';i$i'tl'i: '' accordinte with ih; ro,is iiit"i"lii"-,'ir nl"ro!"ti c;;ilffis Fs02.11.1 and R80i.i0.2 and rererenced LOADCASE(S) Srandard BRACING TOP CHORDBOT CHOBD Skuctural wood sheathing direcily applied or 6-0_O oc DurlinsRigid ceiting direcfly appt6d or t O_O-tioc Oiacing. -- '"'""" Scale:1/4"=1' Plates Increase 1.1SLumber Increase 1.1SRep Stress Incr yES Code lRC2009/Tpt2007 PEFL in (toc) Udeft Ud .Y"rltlll nla _ nla ses .Yen( f L) nta _ nh 999Horz(TL) 0.00 11 nla nta IOADING (psf) TCLL 30.0 TCDL 7.5 BCLL O.O BCDL 7,5 LUMBER TOP CHORDBOT CHORDOTHERS PLATES GRIP MT20 220/195 Weight: 104 lb FT = O.t" 2x4 DF 1 800F 1.6E ot 2x4 DF No.1 &Btr2x4 DF 1800F 1.6E or2x4 DF No.1&Btr2x4 DF Stud/Std REACTIONS Ail bearings 18_6-14.(lb) - Max Horz 1=-139(LC 7)Max Uptifr Ail ,p]1,199 tb or.tess at joinr(s) 1 , 1 1 , 1 7, 18, 19, 20, 15, 14, 1s, 12MaxGrav A'reactionsz5otbortesial)oiniirf r,11,16, 17, 18, 19,20, 15, 14, 13, 12 FORCES (rb) - Max. comp./Max. Ten. - A, forces 250 (rb) or ress except when shown. NOTES BRACING TOP CHORD BOT CHORD !, v!,vq,q,,esv ,uur rvc ruaqs nav_e oeen consiclered for this design.''t[-t,t"]'r"ii"',?;i3itJiJ3?i,fi'd;h'fil:l',$'rl;,:l'*x'*u::l:?iy:--:!)9:':t!jr-?i".rc,osed; MWFRS (a,, heishrs)and c'c Exrerior(2) o-+:g io s-s-7, i"i5;;,(1t3-?; kfi$='#i"".iil("ril'="i\fty:.:x":::jl;=,,i9"?i""iffi?rd#y|nfi'*"; liffiL'::,Ti-it^ittffi[1,""?r:"#:*i",:""*1ioi.""' a rurwrn5i;';";&"^ il;;l'Lumoer DoL=r.60 prare grii DoL=1 .603) Alf plates are zx+ MTztjt unless otherwise inicaGO.4) Gable requires conlinuors hnr^m ^h^d h^^j^^Xl 9*l',"..1::*'.1o1ri 1yo 1.,, ootto m cno,o -oea ffi . 3i Iiii'UTi3;j",."J1 l*t*:l,l;l,li**i',t]:!i:.*:gtiy: road nonconcurrent with any orher rive roads.', i;:l'f:,?:i!anicar conieciio', ov iinli'i "iil"J' il;::;ffi ;::1"1$""1[H"*l#','i"X?Jn"l["J,'iliJifio"i.i",",r,r ,, , ,, 1l l/ll3l1l::d-r9oJ tive toads hav_e been considered for rhis 4]tHJ:H"ii3ffi3ii:'r accordance wirh rhe 200e Internationar Residentiar code secrions Rso2.11 TOADCASE(S) Standard 18, 19,20, '| and F802.10.2 and referenced Structural wood sheathing direcily applied or 6_0_0 oc purlins.Rl jEitinq direcfly apprieo or ro_old oi oi".i"g. vv ru""'o' Scale = 1:56.1 Plates Increase 1 .15Lumber lncrease 1.1SRep Stress Incr yES Code lRC2009/Tpt2007 gEF!, in (toc) Udefl Ud .ye1!!ll nla _ nla sssyen(L!) nla _ nh 999Hoz(TL) 0.00 nta ila LOADING (psf) TCLL 30.0TCDL 7.5 BCLL O.OBCDL 7.5 LUMBER TOP CHOBDBOT CHORD WEBS OTHERS REACTIONS (tb) - FORCES (tb) TOP CHORD NOTES PLATES GRIP MT20 220/195 Weight:59 tb FT = O% 2x4DF 1800F 1.6Eor2x4 DFNo.l&Btr2x4 DF 1800F 1.6E or2x4 DF No.l&Bir2x4 DF 24OOF 2.0E 2x4 DF Stud/Std All bearings Z-3-1S.Max Hoz 1 =237(LC 9) Sfll:tllll_l"gg sh€athing direcrty apptied or 6_0_0 oc purtins.Flrgto certing direcily applied or tO_O_tj oc bracin!.1 Row at midpt 5_6 BRACING TOP CHORD BOT CHORD WEBS MaxUplift All uptiftld0tbortessarjoinr(s)6,9excepr 1=-2O7(tC7)\!=-_!2j[C9),S=_r1611-99;Max crav Al reactions 250 tb or tesi aij;i.ii"j d;;, 6, glii"p, t =337(Lc s) - Max. Comp./Max. Ten. - All ft1 -2=-6541265,2-3=-48el1 ee,t:;:-?ilrq?)r"' tess except when shown. 1) wind: AscE 7-05; 90moh: TC^D-L=4'2psf; BcDL=4'2esf; h,-?!l;-8115.1; L=24ft; eave=4ft;-cat. r; Exp B.; encrosed; MWFRS (a, heights)and c-c corner(3) o-3_4 ro 4_6_3, E"-tJrEr(a ;;:d ffilb:i^.^91j-g3nrirever rer_anai[iii,e"pos"o ; end verricat teft and rishr,) lifi:i"l?,:!",;1"#?Ta:::l'r""nty#rnl"i*a?tions sho,nn; LumberDol=rl6b prare srip DoL=r.60 91 g.qblg requires continuous bottom cnorA OeJrino.--'4,l I nls lruss nas been desioned for a 1o'0 psf bott:om chord live load nonconcurrent with any other rive roads. :]i::,!.t":{-i;i:[!Tl3:"'.;"'- tov oinelt o'iiiu-s" ti, iilii.g prat" cap.ui" oi-*iiri"il"ii';g 100 rb uprift atioint(s) 6, e excepr (jr=rb)') It:.;dt:H"^'i3ffi'gii: '" accordance with the 2009 Internationat Residentiat code sedions R502.1 1.1 and R802.10.2 and referenced LOADCASE(S) Standard eo&!-r+ r r russ M1 Jack-Closed ury 14 uoppercreekfi enaVista3n-3pD)R*- -----.-----.--- #?g+?s+seqID 11 rcMJzo Dru-z,c]#i dri6ir"ii5iir'if;n'llli#fl ,lAlli'dP5-3q1lj Scale = 1:34.1 SPAC|NG 2_O_OPlates Increase 1 .15Lumber Increase 1.15Rep Stress Incr yES Code lBC2009/Tpt2007 DEFL in (toc) t/deflVert(LL) -0.18 2-S >S16Vert(TL) -0.38 2-S >249Horz(TL) 0.00 S nlaWind(LL) 0.OO 2 ',.i ud 360 240 nla 240 LOADING (psf) TCLL 30.0TCDL 7.5 BCLL O.O BCDL 7.5 LUMBER I9l qHORD 2x4 DF 1 800F 1.6E or 2x4BOI_CHORD 2x4 OF 1800F 1.6Eot2x4WEBS 2x4 DF Srud/SrdWEDGE Lelti 2x4 DF Stud/Std REACTIONS (lblsize) S=927]Mec^hanicat, 2=495/0_5_8 (min. 0_1 _8)Max Horz2=163(LC B)Max UpliftS=-52(LC 6), 2=_69(LC 9) I3F%4"""4,3, - Mar_Comp /Max. Ten. _ Ail forces 250 (tb) or tess except when shown. WEBS 3_5=_253/151 NOTES PLATES GRIP MT20 220/1s5 Weight: 41 lb FT = O% :lrJit:';fljH"o.heathins direcfly apptied or 6_0_0 oc purlins, except DF No.1&Btr DF No.1&Btr BRACING TOP CHORD BOT CHORD 1) wind: ASCE 7-05; 90mDh: TCDL=4'!pef; BCDL=4'2psf; h=25ft; B=45ft; -L=24ft; eave=4ft,.9at. r; Exp B; encrosed; MWFRS (a,, heights)and c-c Exrerio(2) _1_7_0 ro 1-s_0, 6ie-rii,(iiGld-ti?ib_+ .on"; ";;iitev_e;Lttl;;isr,1g1por9a1 9nd verricatieft and rightexposed;c_c ror members a1! forcgg a rr,lwindliii""ciions.snownlr_u;.b;r.ijbi=;.;r0 ptare grip DoL=1.60ii l$ii:T [x",.!i?J,f,'Jg;ilT""# 0 d;r;i;ilr",?; jive road d;;;;";;i;th'iiy orher rive ,oads. 4l r-rovrde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplirt at ioint(s) s. 2.t) LT;r':H';i,3ffi'ti,'i: '" accordince witiiih; idfi iitJi#tio-nir nesiolntiar 6;; ilil;. Rs02.1 1 .1 ana hao).i o.z and rererenced LOADCASE(S) Srandard SI ceUg directty apptied or 1O-0-0 oc bracing. '''''----*-------.i 9-0t _______j.] ... '. '. . - -:.], ' ---.,...;j:l| * **ri,l i.^.- -. ", -jj: L' I r..::: ll lli I I:I -------r | .' - - tt .- -- ,- .- .Il :... .l"l; Itt.-^.--t:1 : l',Al{f ; iv{Fi I__*_l ---..,-.;;.,J b- -v t: OEID ;E.e6 : ;.3 : ;-.4;:'o; E j .: -c l*( =o l* i ,'S(, I hn A E (,.: Hh]A '.)trCF :d>s r09c-918(|08) o9ot8 qDrn 'uD6ron'pu aotpH 6u!ds a 6zczstiltDuv puv u6tsac tornlon4s'cul 6ulreaul6u3 lro oHVol oanExluI lol f l3ol8 I uolsllo lS0nHsou sll/\oH ylluc u:ddoc arourqsnu ttgl a oBvot cunsxlu5 lol t troE I uo's'^lo lS0nHsnu sll oH )llul glddoc erourqsnu ergl t09r-918(t09) OgO'8 qoln 'uDoron'pu aotpH 6!pds il 6zazs,{puv_puv u6rsrO tDrnlrn4S')ul Durraaurbuf 4rol ,iifiiiii,,,,,i, s*tix;iiii;i,*,ilri,'ffiffi xr *i s1lv1l0 tvutu3n8.LS rd I '9 ' is i i3 i16 | 2l,= |,E ' #ffiffi ffiffi*mffiffgffi E s; ETi>c: TTFaP2 I zaE gr :F \, 09e-928 (m) .n'm'DucfrCro iloTloH Of\EdB /n 6zDz'cit of{fElpr,r3 xlo :-t .. BE 96 0618r tEireidMF r_- llsll fl| | E$il illl;iilfll"liiil AFF'il tn)t|1' \t mffiff; ffiffifii$i ffif;;iiiiii;ff,glff;i I - 6 = z o cf - s5-:; ='69iri.5Hq5 z >"la *= 5'.-E XE-udou -*i!0<? :i=H"- 3e'p4: oo $@ _^N+ Ioo YFF .:-S a=o md ou+a a<-'l o<!=6 ." f ua<zUOmc) Oz v o lF@ q q: -@?\- @@d @@@ NNN oo cid @N @@ NN I I i la I ,di i:i ;P; r= i ig i lu! ,6 i r? i'b, i_< j SHdHHF68f;5eI: .-B{z Ec1sFe d' e6e g .':6 d 3a*" h. lo98€28 009)ln ltvogorr'(IJ TUOTIo|{ ONgUg /n 6zez'cl.t O{W3:r\pr€ IJor p e d f;g lr F5qg ilBT {a i. _;gl- !; B :idedH li E :i { a 3i 98 ET 5g 3!'gE 9! i ; a l..e!ErEe!;ci${.1sil.1" EE:. :<;i3 >3 SE9 sg i zt FF5 3 Em i 3iiq lb;i rP:^ tP 9 5 ! t.6d u^3:" El EHii iE 5 8Qhxlc Zt 5;g[ :* g "z 69 frs gr'a 8, s €a8 i ;5is: .d: :ttFP? E P F * wrightsofr Load Short Form Entire House Copper Creek Homes Job: Date: By: Lot 3 Block 3 Ganyonvl,.. terch 13, ZI14 Depend&le Heatlng Lc[ 3 Block 3 Canyonvianv estats Htg-6 70 76 50 62 Glg 89 75 14 H 50-31 Infiltration Outside db ("F) Inside db ("F) Design TD ('F) Daily range Inside humidity (%) Moisture dffierence ( gr/lb) Method Corstruction quality Fireplaces Simplified Sani-tigtrt 0 HEATING EQUIPMENT Make Day and Night Trade Model N9MSE061714A AHR|ref Efficiency Heatirg input Heating outputTamperature rise Actual air floar Air florv factor Static pressure Space thermostat COOLING EOUIPMENT Make day and night Trade Cord C4A324GRD Coil ENH4X30 AHRI ref Efficiency 13 SEER Sensible coding t-atent cooling Totalcooling Actual air flour Air flor factor Static pressure Load sensible heat ratio 95AFUE 60000 Btuh 51300 Btuh 50 'F 1110 cfm 0.039 cfmlBtuh 0.70 in H2O 0 Btuh 0 Btuh 0 Btuh 1110 cfm 0.098 cfm/Btuh 0.70 in H2O 1.00 utility gt 470 | 540 Calculations apprwed by ACCA to meet all requirements of Manual J 8th Ed. 5318 ROOM NAME Area(fr)Htg lod(Btuh)Clg load(Btuh)HtgAVF (cfm) CIgAVF(cfm) family room storage 2 mech bed 1 bed storage bathl master bed m bath wic bed2 bed3 bdh gred roorn kitchen 988 84 42 156 168 120 662m 80 50 168 174 40 s02 414 Tt34 0 0 957 1799 0 259 2871 907 0 1918 1748, 0 4316 5658 1335 0 0 590 608 0 21 1364 665 0 4U 393 0 248P. 2W2 n20 0 37 70 010 1U 35 0 75 68 0 168 21 1310 0 58 60 02 1y 65 0 40 39 0 24 285 A + wrightsoft' Rieht-suttoo uniyersd 2or3 r3.o.o2 Rsu11362 20'l&MdF13 17:29:06 Pqe 1 /FCh ...ersUod\oocu€nts\Wr'Unsofi H\r{C\Rushmore.rup Catc = MJ8 Front Door fac$: N TOTALS 3306 12ffi736864 11101110 Entire House d Clther equip loads Equip. @ 0.94 RSMlatent cooling 3306 28/.%u28 11305 1553 12087 0 1110 1110 Calculdions approved byACCA to meet dl requirements of Manual J &h Ed. 20lrt-Maf-l3 17:2906 $ wrishtsoft. H$lrXAlalysis Gopper Creek Homes Job: Ilate: By: Lot3Block3Canyonvl_. March 13,20i4Dependable Heailng Lc[ 3 Block 3 Canyonvianv estdes Location: ldaho Fails, tD, USEfevation: 4741 ft _ Latitude: 44"NOutdoor:Dry butb ("F) ff,1lto',l[?erft) Wind spedl (mph) coo[Es # t" I 7.5 Indoor: f$qpn teqrperature ( "F) iffiqJ,"SyfiBx.s,i|,^Infiltration: MethodConstruction qualityFtreptaces Heatino7o-765061.5 SimplifledSemi-tight Coofino 75-1450-3.t.5*".lpn 15-.0 WallsGlazino Doors - Ceilings FIMTSInfiltration DuctsPiping Humldification VentilationAdjustments Total 4.524.3 29.6 1.51.5 0 152406/.27 1209 2&427350000e/.280l36864 I 41.317.4 3.3 7.77.4 000 022.9 Walls Glazinq Doors-Ceilinos Floors-lnfiltration Ducts VentilationInternal oainsBloter - Adjustments Tohl 0.318.97.2 0.80.3 0 8734S3 2%1561 5040 0 15533080 0 012858 6.8 38.82.312.1 3.9 0 012.1 24.00 K,'SX'P,f;'lllfl jr8.6u9Blil[,*-", Data entries checked. g 4* wrightsoft' Rbrrt-suil€o unrve.ser 2013 13-0.02 Rsu11362/ECh ...oa\Lori\Documeir8\wigbtror nr^ciir"r,.**..J-c"o - u* Frmr Door faces: N 2014-Mer-13 tZ:2S06 page I * *r,ghtsorp ff#3?j1"1'""onstructions Copper Creek Homes Job: Lot 3 Block 3 CanYonvl... Date: f$arch 13,20'14 By: DependableHedng Lot 3 Block 3 Ganyonviel estates Location: ldatro Falls, lD, US Elevation: 4741 ft lditude: 44"N Outdoor:Dry bulb ('F) ff,?l'ol?tF f') Wind sPeed (mPh) Cooling89 34 (H )60 7.5 lndoor: I ndoor temperature ( "F) Design TD ("F) Relative humiditY (%) Moisture differerrce ( gr/lb) lnfiltration: Mdhod Construction quallty Firepl*es Heating-6 :'15.0 Heating 7076 50 61.5 Simplified Semi-tight 0 Cooling 7514 50-31.5 Construction deacriPtions Wallsi-iF-G*, Frm wall, vnl ed' r-21 cav ins, 1/2" gypsum board intftsh, n 453 z"x6"woodfrm e 371 se 20 s 429 sw 19 w 489 aff 1782 n 468 e 339 s 436 w 387 all 1630 Partitions (none) Wlndowsvinvf tiinrowtnOw: 2 glazing, clr outr, air gc, wd frm mat' clr innr, n iiii g"p, 1/4" thk; urnlc ratCo (sHGG=0'32); 50% blinG closed' e Or A|ta U-value Insul R Htg HTM It &.!hnFrF ft!-flBtlh $'lhin: Loss Clg HTll Galn Btrh gtrhilP 8t h 1581$Ourc-E: Bg w8ll, light dry soil' Z')d" wood inttm, concrete wall, r-13 cav ins, 8'thk, 12" gpsum board int ftsh 0.065 21.O 0.065 21.0 0.065 21.0 0.065 21.0 0.065 21.4 0.065 21.0 0.065 2',1.o 0.049 13.0 0.049 13.0 0.049 13.0 0.049 13.0 0.049 13.0 4.9,+ 2239 O.47 4.gA 1833 0.47 4.9 98 0.47 4.94 2'|,21 0.47 4.94 96 0.47 4:94 2416 0.47 4.94 8802 0.47 4.10 1917 0.03 3.67 1246 0 3.88 1691 0.01 4,10 1585 0.03 3.95 6438 0.02 215 176s 2U I2n 845 13 0 5 10 28 light tloo]s11D0: Door, wd sc tYPe Ceilinqs f-OfISOiennic ceiling, asphalt shingles roof mat, r-5o ceil ins' 1/2" gypsum board inl fruh e se s s sw all n 0.320 0.320 0.320 0-320 0.320 0.320 0.320 0.320 0.390 0.020 0 0 0 0 0 0 0 0 0 50.0 24.3 24.3 24.3 24.3 24.3 24.3 24-3 24.3 25.6 1.52 40't6 4E 6 117 32 6 2A 4',1 973 8.52 u1 389 27.4 438 1167 27.4 1314 138 24.1 137 2836 14.9 1741 Tl8 14.9 478 146 24j 145 6427 17.4 45tA 1858 12@ 2824 7.21 2U 0.84 1561 *. 4F wrightSOff Rbht€{itco univctsal 201s 13'0'02 RSU11362 ,ffi....otr-ornDocum.nts\twight3oltH\r\C\Rustmo.r.rup Calc'MJg FtmtDoortacas: N 201&Mar-l3 17:29:OO P80e 1 Floors19A-21cscp: Flr fioor, ftm 0r, 12, thkns, carpd frr fnsh, r-21 ef ins,r-21 cav ins, tight crwl ovr 19C-19crcp: Flr froor, fnn nr, 6" thkns, carpet f,r fmh, r-2 e{ ins.r-'19 cav ins, tight crwl ovr, r-11 wall insul 2U 1624 0.045 21.O 0.049 30.0 2.73 1.29 638 2AS7 0.50 0.24 118 386 A + WrightSOff Rehr€ufteo Univcrs€t 2013 i3,o.o2 RSUit36a /CCh ...crsuoriDocumcotE\\,W'Eht3dt HvqC\R6hmo€.rup Celc = MJ8 Flu|t Door fac8s: N Page 2 f wrishtsort. E;H"lr*!p"" Lot 3 Block 3 Canyonvi... llarch 13,20t4 Dependable Heatlng Copper Greek Homes a r.r ti{rtIt | | (.rtt tl? llI.Il For: Lc[ 3 Block 3 Canyonvierr estates Notes: Weather: ldaho Falls, lD, US Winter Design Conditions Summer Design Conditions Outside dblnside db De$n TD Heating Summary $ensible Cooling Equipment Load Sizing Job: Date: By: 89 "F75 0F 14 "FH 50 o/o -31 gr/lb -6'F 70 "F76'F Outside dbInside db Desion TDDaily-range Reldive humiditvMoisture differerrce StructureDuctsCentralvent (120 cfm) HumidificationPiping Equipment load 28436 Btuh 0 Btuh&428 Btuh0 Btuh0 Btuh 368&l Btuh 11305 Btuh 0 Btuh 1553 Btuh 0 Btuh n 0.9412087 BtuhInfiltration Method SimplifiedConstruction quahty Semi-tightFireplaces - 0 StructureDuctsCentral vent (120 cfm)Bloiler Use manr.facturer's dataRate/swinq multiolier Equipment-sensibte toaO Latent Cooling Equipment Load Sizing StructureDrcts Equiprnent tdd load 12087 BtuhReq. totalcapacity d 0.70 SHR 1.4 ton Cooling Equipment Summary Uakg day ard night I fene Cord C4A324GRDCoil ENH4X30 AHR!ref EfficiencvSensibtetmlino Latent coolino - Totalcmling- Actual air floru Air flol factor Stalic pressure Load sensible heat ratio Area (ft') Volume (ff) Air chanoes/hour Equiv. AVF (cfm) Central vent (120 cfm)Equipment latent load' 12S Btuh 0 Btuh-2158 Btuh0 Btuh 13 SEER0 Btuh0 Btuh0 Btuh1110 cfm0.098 cfm/Btuh0.70 in H2O1.00 *igH 20038 00 cooi!69 20038 00 Heating Equipment Summary Make Day and NightTrade Model N9MSE61714A AHR|ref Efficiency Heating input Healing gutput.lemperature rlse Actual air flor Air flor factor Static pressure Space thermostat 95AFUE 60000 Btuh 513@ Btuh50 0F 1110 cfm 0.039 cfrn/Btuh 0.70 in H2O Galculations approved byACCA to med all requirements of Manual J 8th Ed. {* vnrightsoff Rifit-suil€o unrvc6er 2013 i3.o.o2 Rsu11362 ...c6\Lori\Docum€nt8\WrlghBoft H\rAC\RGhmo.€.rup Calc = MJg Frcnt Doorlacca: N m114i8f-13 fl:29i07 Paoe 1 * *r,ghtsoft'AED Assessment Entirc House Copper Creek Homes Job: Date: By: Lot 3 Block 3 Ganyonvl... Larch 13,2014 Dependabb Heating Ld 3 Block 3 Canyonviorr estates ldaho Fatls, lD, USEfevdion: 4T4t ftLatitude: 44"N Outdoor: Dry bulb ('F) Daily range ("F) Wet bulb ("F) Wind speed (mph) Indoor: f ndoor tenrperature ("F)Design TD ("F) Relative humiditv (%)Moisture Oitterencb (brltO) Infiltration: Heating 7076 5061.5 Gooling 75 1450-31.5Heating-: 15.0 Cooling 89 34 (H )60 7.5 Hourly Glazing Load Maximum hourly gtazing load exceeds average by 36.6%. House does not have adequate exposure diversity (AED), based on AED limit of 30o/. AED excursion: 399 Btuh (pFG - 1.3"AFG) I j;a ff WrightSOff Rier,t-Sun.Ouniv66at2o13r3.o.02Rsut@ /CCf, ...ers\Lon\D@wnents\t|tigfttsol HVAC\R6hmorB.rup Calc = MJg Front Door,ac$: N Pags 1 {{} wrightsofr Right-r@ WorksheetEntire House Gopper Creek Homes Job: Lot 3 Block 3 Canyonvhr... Date: illemh 13, Z0l4 By: DependabhHefing 1 23 4 5 Rocn rHne Expccd watlRdn hdghtRoan dirn€r€imsRodt aea stcage 21S.0 fts.o ft hed/cool12.O x 7.0 ft84.0 ftr ,nach 6.0 ft9-0 ft hat/cod6.0 x Z.O ft42.O fF Ty Constructidl nun$er U-vdue Ptufr'ftt"F Or HTM (BtLwft1 ArE (ft1 r perimeter (ft)L€d(Blrfi)Ar€a (ft1s porime*er (ft)L€d(Btttr) Heat Cool GrGs N/P/S Hed Cool GfGs l,r/P/s H€l CoollT, | 12F-{XM' l-4lvtytframe windorr-Dl11D0 u.nzgl n0.3901 n 0.0031 n0.0851 e0.3401 e0.0931 e0.3201 e0.(n61 se0.3201 s€o.mttl s0.3all I0.0*ll s0.3201 s0.06S1 st0.9201 sw0.(}051 w0.G31 wo.oaol - . lW 11581&Ovc{1lW l12F&wI |--GlvfMframewirdffv IW l1sBlg{}ilc€W llsBiloilc€t-4 | vinyl frame wlndov W | 12F-{bMvl-.6 I vinyl fran€ windo.v W | l2F-osw€ lvinyl frarne windorvt+, 115813.&,c€4lvinyt frarn€wiftb'vW | 12F-OswL--S I vinvl frane winrrovw llzF{swW l15Br3{rc-Sc | 168-50adF I l9A-2lcscoF llgGlgcscp 4.U 24.429.64 4.10 4.9421.323.6724.324,U24.324.94124.321 3.88124.411.Ul 8. 7. 4 27.3o.027.4o.44.1 14.91 0.0114.S1 0.47 24.14 ol .!l 254.911 04.101 01.521 oz73l o1.nl o u 10 2l 0o Aool olol3l 0o 0 0 0 00 0 0 0o00 0l0i101 I c) AED o(cursion -2 -1 Envebpe losggEin 8G 8 27t 1112a) lrtrtttrafion b) Rorn ventilatim 0 0 t3 fntsnd gdns: Ocaferrts @ mApdiarclcitmr 0 0 suuotel (lines 6 to 13)8U 4 nl 11 14 15 L€ss e)darnal lod L€ss transferRedstrihrtionSubtotalDuct lo€ds -vA V/o €0€ 0 0-z,3 00 #/o Wa -na -11 00]ffiroorn badAhGquir€d (ctm)0 0 ;5*. d* utrlglrtsoltt' Rignt-suit o univcrsar ao13 r3.0.m Rsur362'{cc\...665rro.flooc*nenrs\wigh*iiiii-vidiiL-niiil]iif,-brn=u.re FrcnrDoorraccs: N 20'l+M*-13 l7:29:07pqe 2 f wrQhtsoft,Righu@ WorksheetErltire House CopperCreek Home Job: Lot 3 Bloc* 3 Ganyonvlew... 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Date: ilarch 13,20lit By: Dependable lleatlng 1 4 5 R6n narna Expc€d wdl Rmm hetlht R@rn dirnensidrs Roornds rfiaster b€d 27.6 n9.O n hd/c@l 1.0 x 200.0 ft 200.0 ft, m bqth 8.0 ftS.0 ft heaUcool10.0 x 8.0 ft 80.0 flz Ty Cmstnrctionnunber U-valrc Or nrM(Bldt/ft1 Ar€a F1a psirn€ter (ft)toad Gttn) Ana (n1or p€fin€ier (fr)l-oad (Btuh) Heat Cod Gross N/P/S Heet Cod Gfcs N/P/S Hd m 6 tl wHw\{/l-Gw WIG w.G\+,rG wr-.GiwwcFF 12F{srr Yinyl fr*newlnfti/v 11D0 1581&(}rvc{ l2F"Osrv vlryl frdne wirdo/v'15813-0$,c€ vinyl frarE window 1zF.{lBw viryl framewindoil 12F-0su, vinvl tiarn€ wiltdoin 15813-0vr,-8vilrylframo wlndovrl 12F{bw vinyl fram6 wlrdo,v 12F{srrv 158t3{lrc{ r68-5H l9A-21cacp 19G-1gcscp 0"065 0.340 0.s0 0.0&r0.0650.$n0.0090.3200.065 0.320 0.0650.3400.0980.3400.(Fs0.320 0.0650.096 0.0400.o45 0.04.9 nn n ne€€€s€ 9As 3 Ig swswww 4.9421.M 29.64 4.104,W24.323.6724.324.9424.324.9424.n3.8821.324.9|24.324.e44.10 1.542.731.29 0.478.527.21 0.030.4727.37o.00n.{7o.1724.14 0.47 14.9'l 0.0114.940.1724.14o.470.03o.&l0.500.24 108 n 25 o 90n 0 25€00 2001W0 000 01(n000m 0 70 0 00 19 0 0 0 200 192 0 534 tr 13€ 34€ 486 0 096 14 00 3045?4 0 0 0 0 510 0 0 0157 33 28 0 0 I 145 00 168s 0 7i't( 8{ 5€ 0 0 000 EO00 m 38€ 0 0 In 0 0 n 43I 67 I c)AED o(drskxr 4 1t{ Erudope bs/gain 8l eoa I 747 ut 12 a) lrfihrdaql b) Roorn v€ntibthn 0 13 Intsnd gains: Occrftrrt3 @ 230Apdimce6/ottrer 46(( suuotal (ir|es 6 to 13)8t,13Al 7€l ui 14 15 Less qtcrnd bd Less tranoterRedbttihtion Sr.ttotslOuct loads -g%Vlo mil1 0 0 1354 0 +/r Wo 11{ 90; 4, 66C Total room load Ah r€$JiE t (cfm)?st11$13Al 134 9()73C 66! 6: Calculatisrs approved bv ACCA to meet all requirernents of Manr.ral J 8th Ed- ;+- d* vrrrlghtsoft- Rbm€unoo Unlvecd2olS 1A.O.O2RSU11362u{CC\ ...ss11ee19ocumeflts\Wrightsd-tlv^C\Ru3hmore.rup Celc = MJ8 Frmt Dmr facca: N 201+Mar-13 17:29:07 Page 5 f wrishtsofr RiqhtJ@ WorksheetEitire House Copper Greek Home Job: Lot 3 Block 3 Canyonvbw ... Dete: t8rch 13,2014 By: D,apendable Heating 2014-Mer-13 t7:29:07 Pegc 6 1 2 3 45 Rofit mm€ Expc€d wal Rm.n hdgm Roorn dirFnsixB Rooan ar@ uc5.0 ft 9.0 ft ]Eat/cool10.0 x 5.0 lt50.0 ft? w 28.0 fl9.0 n hst/cd 12.0 x 14.0 ft 168"0 ft2 Ty Constnrtionrumb€r t.vslrrelBtuh/fr'-'F Or HTIII(Btutt/fl1 AGe (ft1 or pe.im6t€r (ff)toad(Btrtt)Area (fq o. p€.irncier (ft)Load(Br$) Hst Cod Grcs N/P/S Heot Cod Groc$N/P/S Heat Cod q 11 h,lJrD W $/L--cwIG Y* Wt.*s,[-G Wl-Gwwc F r 12F{bw Yirryl flanFwhdont1100 1541$0Yvc-8 12F&wvinyl frarn€ win&Yv1581+0wc€ viryl frarne windorv 12F-&w vinyl frarnewindont 12F-0sw vinyl frarne windolr 1581&0rlfcl.E vinyl framewh(bl,12F{sw virrylframe windor l2F{sw 158130wc$'l8B-5{l6d 1gA-2lcscD 19c.1gcscp 0.0650"3200.3s0 0.093 0-650.3200.()930.3200.0660.320 0.065 0.3200.0900.320 0.065 0.320 0.065 0.093 0.m00.0450.0.19 nnn n e a I esese 3 s 3ssw 3W ww 4.94u.& 29.64 4.10 4.9{ 21.323.87 24.32 4.9{ 24.A 4_9{ 24.32 3,EE 24.324.94 24.U 4.91 4.lC 1.582.731,n o.4't8.5'7.21 0.03o.a?27,370.o€n.370.4724.14 o.1714.940.01 l.t g o.4t24.14 0.470.G 0.840.tr0.24 00 0 04500 0 00000 000 500n 00 0 0rl5 0o0o o 0 000000 5000 m 7G 0 0 021 000 00 0 0 0 0 0 0 00 12 0 0 108m 0 01ft 000 0 0 A 0 0 0 0 0 188 0 0 88 lm 10€ 43! 186c A t4 255 42 170 0n 60 000 0 0 0 0 0nn 0 141 00 6 c) AED a(qrsion {-32 Erudope loss/gEin 294 5E 17*381 12 a) lrfiltratbn b) Roornvertilaton 0 0 13 lnt€fi|al gsiG: Occt-Fenls @ zil Applkmcesrother 0 0 Sutldal 0irEc 6 to 13)29t 58 179 381 1415 L€ss odomsl led Less transferRcdistriUiidrSdrdalDnct lodg 4h ryh -291 0 0-58 0 0 &M 11{191t x 44 T#l rcom had AirF$ired (cfm) 00 1911 7l 4(y 4 Calculations apprgved bvACCA to meet all requirem?nts of Manual J 8th Ed. .: {* rrvrlghtsoft' R(gr.snfrd untuc€d 2013 13.0.(12 Rsul1362 ./iceR ..,crs\Lorl\Oocumontt\rltbltrdf H\rAc\Ru3imore.rup Calc = MJ8 Frcnt Dod taces: N {{f wrightsoft"Right..J@ WorksheetEntire House Copper Creek Homes Job: Lot 3 Block 3 Canyonviw... Datq ilarch 13,201,t By: Dependablo He*lng 1 2 4 5 Ron rprneExpceO walRoo.ri heEhtRosn drxilisirERorn se bed3 23.O fl9"0 fi hed/codr.o x 174.0 ft174.0 ft. bath 0ft9.0 ff hed/.4d8.0 x 5_0 ttlo.0 fl: Ty Corrstructbnrrtnber U-vale(Btri/na'Fl Or HTM Gttnnt')Arsr G1q perirnder (fr)td(Btrfi)Aroa (ft1 or perirmter (fr)Load(Bttft) H€t Cod Grcs N/P/S tl€€t Cod Gr6s N/P/S He€t Cool o 11 w r-t) w\ttlG wrGr|rrG \t, lt/rG t-* WwcF F 12F{sw vln/l frsnowindofl 11D0 1541$Otrc{12F.{bw v!rylfrsne wlndotv15813-Orc€ viryl frarno windo.y12F-{bw vlnyl frffrofykdo/Y 12F.0sw vinylharFwirxhlr 1541o.{}rc€ vanylfr*n€wirdoiv 12F{bwvirul ffiarne windov'l2F{sw 15813{',trc-8 168-5oed 1SA-21cscp 1gc-lgcscp 0.0650.3200.390 0.093 0.0660.320 o.0000.3a) 0.0650.340 0.065 0.320 0.0q1 0.3e00.65 0.320 0.fi15 0.093 0.0200.(x5 0.049 n n n nee coseae sss 3 sl,v 8W lrt w 4.9.1 24.32 29.64 4.10 4.04 24.323.67 24.32 4.94 21.32 4.94 24.323,88 24.s21 4.4 %.vl 4.Sfl 4.101 1.5212.nlt.2el IIII o.478.6t7.21 0.08 o.47 n.a70.00n.37 o.47 N.14 o.1714.940.0114.91o.4724.14)o.4710.001 0.&rl0.501 o.211 1(xz It 0 0 061 0 174 20 0 88 0 0 t8 00 0o 0 0 0 00 0 0 81 0 174n0l .tg.|a((& .{00 0 26tl55 42170 o 0I00o 00 0 0 00 00l3810l1{611010l II l3l0l0l0l0140l0l0 0 0 00 0 0 0 0 0 0 4 0 0 0 0 0000000o 81 0 o 0 0 000000 34oo 6 c) AED o(ctrEisl 32 { En €lope loss/gatl 17,f'3&t 6l 3'l 12 a) hfilt€tbn U Rdnvertilatim 0 t3 Intsn8tgdlrs: Occ|lparrc @ 230ApCbrc€s/crher sdf,otd (rhes 6to 13)n?p,l 38K'61 3t 14't5 Less st€rnd badLess trdlsf€rRefttrhrilidls$tddDuct losds 4/o OA 1{ 171t 0 0 10 3€r30 -vh Wa 0 0 €10 0 -31 Totd rsrn badAirres.rired (cfm) 't74 6t 3S 30 .ag {* rarrtglrtsoft' Right-sun€o untvcEat 2013 ls.o.o? 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'12 a) Infildion b) Roomv€ritilation 0 0 13 lnternal gains: Occup8nts @ ZilApd[ances/other 920 0 ( 120( Suuotd (ines 6 to 13)4214 24/,9 665t m 14 15 l€ss stsnd lod Less trarEferRedst,ibrtislSut*otalDrct bads S/o 096 192ial€ 0o*t21a2.0 8o 09t 565f EVz Tctal roo.n loadAir req.dr€d (c'fm)4i!11 t6t 24F,2244 565t 21 21,{),2E{ Galculations asrroved bv ACCA to mee{ all requirements of Manual J 8th Ed. t+, d* vvrightsoft- Rigtrr-sut€o universet 2013 13.0.02 Rsu11362,€C\ ...661gq6ooqmenF\w,igfttsottx\rActRuslTnore.rup Calc=MJ8 FrontDocfaces: N 201+M8r-13 17:29:07 Page I S wrightsofr Right-r@ WorksheetEntirc House Copper Credr Homes Job: Lot 3 Block 3 Canyonvlew,.. D*er Itarch 13,2014 By: Dependable lledlng I2 ? 4E RdnntmExpcedwc$R@nhabfilRoomdm€r|sursRoom gca utimy8.0 ft9.0 ft hst/cod6.0 x 9.0 ft54.0 ft2 Ty CorFtruc{ionnu{nber tlvdrF(Btutfia'F)Or IITM(8tuh/ft')Ar6a (ft1 o. pe{fin€ter (fl)Lo€d(Bt$)Ar€or psirne{er Lod H€t Cool Grca MP/S Hd Cod Grcs N/P/S Hd Cod t1 wHwt* WrG t-* L*ri,rG WrG WwcF F 12F-{bw virrylframewifiht 11D0 15813{rrvc€ t2F.Gw vinyl frene r,tfrdoi, 15813Onc-E vhylharEwirtlofl 12F{sr vMframew*low 12F-0Bw vfuryl fraruwinrbl 158130rc€vtryl fran|gwidol 12F-tbrrt vi$ylfig|lowirdor 12F-&w 15AlSoun€ 16S€H19A-21cacp 19G1gcscp 0.065o.3m0.990 0.003 0.065 0.3200.oeo0.3200.660.@0.0660.3200.0030.3200.(b5 0.3400.065o.{n0 0.0200.(X50.&g nnn ng eee3e80 3s I 8 a,sw IY 4.924.3i 29.0r 4.t(4.gru,u3.8724.&4.U24.32 4.9424.323.8€24.44.Uu.324.U4.lC r.522.731.4 o.478.527.21 0.03o.47n.3to.002r.370.4724.14 0.4714.U0.0114.94o.4724.14o,470.03 0.840.500.24. g 0 0 0 18 0o 0 0 0 0 0 0o 0 0 0 0 54 12 0 54o0 0 18 0o 0 0 0 0 0 0o 0 0 0 5412 0 Nt s a 33 260 0 0 I 00 0 0 0 00 0 0 0 0 0 04s 6 0 I c) AED excusin .46 Enrdopo loss/gFin 471 40 12 a) Irfiltration b) Roofi ventihtion 13 Intenld gains: Ocapads @ t}oApdiilcdc$Er 0500 sr.stotd (ri$s 6 ro t3)47(540 14 15 Les qtsnd lod L€ss transferRedstr{rnionSubtotdDt,ctld ryA eh 47( o 00t{00 Total rofli loadAirrEq.*Ed (cfm)17C 1t 54{)s! la.lculdions approved bvACCA to meet all requirernents of Manual J 8th Ed. + '{* wrightsotrts Rbht€uid univ€rsat 2013 1a.0.m Rsu'362/lCC\ ...661156Docum$F\l/vrlgltFoft HVAC\RGhmor..tup Cab ! MJ8 F ult Door tec$: N 201+Utar-13 17:29[.07Pag€ 9 * *rrghtsoft' Log.d" for Multiple Orientations Entirc House Gopper Creek Homes Job: Date: By: LotSBhck3Canyonvl... tarch 13,2014 Dependable Heetlng Ld 3 Block 3 Canyonvieiv estates Location: ldaho Falls, lD, US Elevation: 4741 ft l-atitude: 44"N Outdoor:Dry bulb ('F) Daily rarqe ("F) Wd bulb ("F) Wind speed (mph) Current Orientation: Highest Cmling Load: Indoor: lndoor temperature ("F) Design TD ('F) Relative humidity (%) Moisture difference (gr/lb) Infiltration: Heating70 76 50 61.5 Cooling 75 14 50-31.5Heating : 15.0 Cooling 89 34 (H )607.5 o€oo 6c oo() F Front Door faces North Front Door faces East Calculations approved by ACCA to meet all requirernents of Manual J Bth Ed. Front Door North Northeast East Southest South Southwest West Norttnrest Sensible Load (Btuh) Latent Load (Btuh) Tcfial Load (Btuh) HeatingAVF (cfm) CoolirgAVF (cfrn) 12W7 0 12W7 1110 1110 13946 0 13946 1110 1110 14817 0 14817 1110 1110 14180 0 14180 1110 1110 11600 0 11600 1110 1110 12356 0 12356 1110 1110 13075 0 13075 1110 1110 13259 0 13259 1110 1110 Building Orientation Cooling Load lg + WrightSOft" Rlght$utro Univcrd ax3 t3.o.o2 Rsuit362 r€Ch ...crs\LornDocumor{3\Wrightsd H\trAC\Rushmor€.rup Cab - MJ8 Frmt Door faces: N 201+Mar-t3 '17:29:08 Peg. 1 First Floor Elr,t*8r,"t El nu ",t great room XI nu "r,n XIa, .r* Job #: Lot 3 Block 3 Canyonview eetabs Performed by Dapendable Heating for: Lot 3 Bbck 3 CanyonviBw estates Copper Greek Homee Scale: 1 :91 Page 1Rpht€uite@ Uniwrsal 20'l 3 13.0.02 RSUl1362 20 14-lllar-l 3 17'.29:26 .. nts\Wr[htsofi HVACRushmorc.. Besement famly r I6xB rl?"stolaUe 2 16x10 Job #: Lot 3 Block 3 Canyonview es&s Performed by Dependable Heating fior: Lot 3 Block 3 Cenyonvbw estates Copper Creek Homes Scale: 1 :91 Page 2 Rightsuite@ Universal 201 313-0.02 RSUl13622O14.Mar-13 17:29:26 ..nts\Wrightsofr HVAC\RushmoB.... $ wrishtsoft' #Ls;tem summary Copper Crcek Homee Job: Date: By; Lot 3 Blocl 3 Canyonvl... flarch 13,2Ilt4 Dependable tleatlng Lot 3 Block 3 Carryonvial estates External stetic preseure Pressure losses Available st€tic pressure Supply / return available pressure Lorest friction rate Actualair floru Total efiective length (TEL) Fleating 0.70 in H2O 0.34 In HzO 0.36 in H2O 0.2410.12 in H2O 0.101 ir/100ft 1110 cfm Cooling 0.70 in H2O 0.34 in H2O 0.36 in H2O O.2410.12 in H2O 0.101 ir/100ft 1110 cfm Name Design (Btuh) Htg (cfm) clg(cfm)Design FR Diam (in) HxW (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft)frunk bathl bed bed 1 b€il? bod3 tamiu roofi! femily rodYr-A tamily roorn-B great room gtlal ftrofir-A gred room-B kilchon kitchsn-A knchon-B m blth mesler bod uti.lity h 259 h 1799 c 590 h 1918 h 174a h 2578 h 2578 h 2578 c 827 c 827 c 827 c 967 c 967 c 967 c 665 c 1381 c 540 10 70 37 75 68 101 101 101 56 56 56 74 74 74 35 104 18 2 60 58 40 39 4 4 4 81 61 81 95 95 95 65 134 53 0.108 0.101 0.174 0.107 0.101 0.134 0.133 0.116 0.128 0.106 0.140 0.163o.2u 0.131 0.107 0,106 0.138 6.0 6.0 6.0 6.0 6.06.0 6.0 6.06.0 6.0 6.0 6.0 6.06.0 6.0 6.06.0 0x0 0x0 0x0 0x0 0x00x0 0x0 0x0 0x0 0x0 0x0 0x0 0x00x0 0x0 0x00x0 shMr Sh[,tt shMt shMt shMt shMt Shlr/tt ShMt Shi,lt shtl/ft shMt shMt shMt shMt shMt ShMtShtr,,lt 28.0 52.0 43.0 55.0 4.0 25.0 26.0 47.0 23.0 31.0 27.0 21.0 28.0 9.0 29.O 46.0 9.0 195.0 185.0 95.0 170.0 195.0 155.0 155.0 160.0 165.0 195.0 145.O 110.0 90.0 175.O 195.0 180.0 165.0 stlA stlA stlA stlA stlAst1 st2 stlAst1 stlA st1st2 et2 st1 stlA stlA st2 Name Trunk Dpe Htg (cfm) clg (cfm) Design FR Veloc 6pm) Diam (in)HxW(in)Drct Material Trunk stlA st2 st1 PeakAVF PeaKAVF PeakAVF 557 266w 52. 287 823 0.101 0.133 0.101 1003 860 949 11.1 8.2 12.9 8x 10 8x 6 8x 16 ShtMe{l ShtM€[l ShtM€'tl st1 E T fF wfightSOft' Risn-suit€o univsGat 2013 13.0.02 RsUt1362 2014-Mar-13 't7:29:09 Pag6 1 l(fl ...ers\LoritDocqr€nts\wfightsdl HVAC\RushmoB.rup C6b = MJ8 Fro{rr D@r teces: N I A t+ Wfightsoff Right-$iloo Untv.r3ar 2fi3.r3.0.@ RSU11362 ICCN ..-ersrLo.i\Docum€ntswwbhtsoft HvAc\Rushmo6.rup cab = MJE Frcnt Door faces: N 201#Ma-i3 17:29:09 Pary,e2