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Home My WebLink AboutALL DOCS - 12-00083 - 2395 W 960 S - SFRCertificate ofrtificate of Occupancy Gity of Rexburg Department of Community Development 35 N. 1st E. / Rexburg, lD. 83440 lFax Building Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: Type of Construction: Design Occupant Load: Sprinkler System Required: Name and Address of Owner: Contractor: Special Conditions: Occupancy: Date G.O. lssued: C.O lssued by: Building Officiat 12 00083 International Building Code 2009 2395 W 960 S Single Family Residential Type V, non-rated N/A No Stake Development lnc 601 S 1700 W Ste A Logan, UT 84321 Kartchner Homes Residential - 2 units or less, permanent in nature This Certificafe, issued pursuant to the requirements of Section 10g of the lnternationat BuitdingCode, certifies that, at the time of issuance, this building or that portion of the buitding that wasinspected on the date listed was found to be in compliance with'the requirements of the code forthe group and division of occupancy and the use for which the proposed occupancy wasclassified. There shall be no further change in the existing occupancy classification of the building nor shall any structural changes,modifications or additions be made to the building or any portion thereof until the euirO'inf Omcial has reviewed andapproved said future changes. T Fire Inspector: ll / ft P&Z Administrator -fi la , (,zoE fJ E. J () &FC'rI.| lljl li:.d :-:i llla ,,',Aij1:,3: Ctf(Jq r.&U'', i!, t F-t'o1,:t-.:,d'. .€.(tr' 3cJ ,i5.'& .1zulrl IEIEl,:.,Olr oG. o .L {El\dl uoF(., EFzo() J u,uzUI(' :tfi l:r k',r ;: cITY oF IITEXB{"IITG rN --- Attt e i cai Fanily Co mttut ritlt RESIDENTIAL BUILDING PERMIT APPLICATION 208-372_2326 PARCEL NUI4BER: ( We wilt provide thjs fot you)SUBDIVISION: &;;;;;;* uNir#--BLocK#_1__L or#JDwejling Units-------------- parcel Acres: I / 20tt PROPERTY ADDRESS:3t a') CONThCT PHONE # PHONE #: Home ( ) Work L.O\X/^TER MAILING ADD APPLiCANTCTf- (Applicantif otherthan "-:l *utt owner) wnet, a statement *,t pany this application)APPLICANTINFORMATToN: ADDRESS STATE: ',h CIT-, ZIP EMAIL- PHONE #: Horne ( ) .\,- ,. ,_Srork ( , Cel( ) Are_jA.-zrp O REGISTRATION # & EXP. DATE ., Single Family ResidarG -*aJrr'ram-r#:1, Gatage, Co-- erci4 aaE".r,"Er.fA?'LICAN?' 'IGNAT'RE cppr'o'r- { ,-^r, . - -_ -'-..qu.' arc', all1i,1::U.n:L*',1,:.."-^:il1'"'-.i{?'Tii3 *:lH}ifi1?T.yf;:n"":,1,'."1tl"r, r.,re1eby 5e*s ,,ra, r have read rhisapplication and state 'n^ta'io'ro-i"T;^r.=;'Xi3iHlHlifil?T.Y;o.:'r*|1.orperjury r rrerebycerrrs,thatr haveread rhisl'ft1trT.ift:-.,':ffi::lHl-::,:li":::":"1"1.,the citvorRexb**.r, o.11li;r"*r::i:::1.:r9o* b{-.e hearings berore thel3:I* -g zo"iog-o.J'-,ii"1l",il."t',i,T.,1"?1:T.Tui'*'"' 4", -v ar.,-",i.""-*ii:r'l,1ii};'-llTlt :'*E' trrat I have read rhissate laws relating to-ttre *ti.., -*'r.l^;'1":::,:_ljtr the.city of Rexburg sha[ be truln r*r]'r-"it*l]1Y:: s"* by me in hearings before therorrnspecrioospu+oses. *dT"T^lfllf,frl'-1n1,1':i:'andherebvauthorized,**#""f,11ff::::.t:fl::t;.o-prv*ialltirfffi"o"",-al::._1T, :""*s to"ttr. ,,rbl--'- Lrtv Loun.'r torle,fiv orRexl*g.h"[ b. i;&a*"i'o-."t"ri]1fi:.'n"* bv me in hearinss before the*::ru{*s,li".l:;lj|i*{#j,[[*lTf.llF..*;:*n*;rmx,r*i::fi ].!*"-n?"at.1?ift *".:;Hrorinspectionspi,po,., -::i",j:il,f,i[tirffii"qi.,n?:;H*:.6*f::.,VFl9;i."9::,':r:.1-,i3"A1.{!imffiH;cases ot any false statement c't 't a*itiie,rl-o"i;;,:ffi,Tji#:,,:f:::::,t":'"T 9."pdi.".,." #.";X:':Ti,Hili^-o_',:*'io"'ora.zo6iriiliollli..o",*tffi,';;f:;Wm;ri.;illft ffi gi;mf;"t;:tr';i**l,u*ti*:*d**l?f lil:*#l.ii*H Signature o-f L ,25 ,IaRNIN.-B'ILDIN.pERMrrMUsrBE posrED oN.^nrarn DATEes.ate non-refuodable anJare paid in fulr ^t i.^ **^ lP "Y coNsTRUcTIoN SITE!PIan fees.ate no"-".rooi-Jr."ia;#il,T .:i,t;rT PosrED oN coNsrRucrroN srrnr ". o..-",.iY^o^tSbutg's A.ceptance or dre or", ".rl'*1L'r1t-1ol:1:ion.becinl i"ei)";i1, zooscitYoof Rexbutg's Acceptance of the plan review fee o1t-1ol:l'o".beginningranuaqnlt !'ees are due at time of application* ,HR-;l,l:-^ loes not consdtute plan alproval *rBuirdingp*",i,i.*"""1;:;,1;:r,l?ffi,",##ffirftH:xl,;:J::,T""riii1iffiT",.u,** ra ouArERsNdMB Kh,f@V,ynarr fT-tynAPROPERTymDM Permir# Building Sofety Oepartrnent clly ol Rexburg ,Ga+e!I!t+are!o x 0.02) + 60 F $(wx0.0t)*g2eo=g ((tot^l.o.tof ,y*t.*- loqoo'o) * o.otSl fiifro = g ctTY or 35 N. la E., Rexlru<g Id g3{40 is grcrtcr REXBIIRG Vater Meter Quautltyr F++***x***t#**Vatet lVfefer gi2g; Requiredlll Plumbing Plumbing Cootractor,s Nnhc bqt c CdlPhone (/t$vtrcn"(E)ra(htf))5.3s'/3o2, f;;Y:;*,;;:i{i;:':;:l:,:;x!'I;{f:i{i,'p;;;;;b,*;ir':;;";,,8,:1,::;fr,;2i;:";:iil;;ii'.1,",*aol tfitficalf uentionul ckcybav on tlilona)'liluaLAght*llattutc o Up to 910p00 - tr Bctween $10,001_ $1001000o Ovct 9100,001 RESIDENTIAL Nclv: slnglc 'FnnllyDsa121* lacludlng'all bulldlngc n'lth vrrtng bctng conelluatcd on cach propeny, (*Deeed on rurag cpace,sec dcfroltlo.a betoty) i l!'fjljlj.,l'..3r--lii" Y l*::?:gsqr,-g1e5 .. :...rlg-iil??:tt"ff:*:.l'f,roreacheddidonsr1,000sq';"';#;ffrflT?s'#1T ou.#oraddido,sl New: Itfi iltLpe,ntty o *aiog@ffi/ ontvttr DuplcxApnttrr"nt$ZeO o Thrcc ormorlr-nulti-fnmily unirs: $130.pcr buitdingplus g65 pcrunir: ($i30x ilof buirrliagr) + (s6s x # of units) ^ !#,F*:';$iffiAl^lp. *;l;..1, ",n*t,r[-tffiffi,nurnorthe"o,..,pondingo Gray}Vater Sye teme; g(lQ o tr o lj*j. jp.t-"_Ltere,/B eckllow D evt ce ; g6 5 #:,t;l*y":t*lf.::;iy:lir; li"_i.,.ggs for scrver and rvarcr stub conncctions f;llil**e Frre sprlnkr*"J;;;;;$;':il[ *rHil:f#'.:ffi"rHrrinkrcrhcad rvhichcvcrSevet & lVatcr : ff Sffi *c o$38 $qatct Linc o$65 scrvcr & verct- if inspcctcd nt thc sn-mc timc MISCELLAIVEOUSnaro*d undcr hou.sc (changc from scptic ro city) tr PIan Chccl<: g65 pcr hour tr Technlcal Servlce: $65per hour o Ges Llner 965 tr Warcr Hcatcr Replacemerrtt g65 tr Rcgucefcd fnopcctlonl g65 o Hydtonic Heatlngr $65 + ($10 x # of manifolds/zones)*Living Spacc - epacc rvithin a rytli."g ""it;"t'ati notr'r-an habitatioi rvhich ma]r.rcesonably bc utiGsd for arccping cating, cooking,bathins' waohint, 'c"<'eul"d r*ifri;;;;"r.i a" u"nnirr,.a ili;;il conaidcrcd pari of rhc riving epacc. Conrrqctor 35 N. l.t E., Rexburg Id 93440 OI{NER'S NAME /rn "PROPERTYADDRESS 9W PHASE Trlr , € - Building Sofety Depqrlmenl Ciiy of Rexburg Perrnit# cI'l'Y or -BE{gBq Au etka\ I:.t n ill Camn twi{l Mechaaical Contractor,s Name Reguiredlll Mechanical Name ,rfffi::f*lffif,#H#)3::,*y:.'pllrl'"e,r.,91(conrac,edAmoun)gf:|,!,#,::::r:,{:,;Wi:;::;::##':;i,:;:,y;,r;ii;,;;;F;:ti#F.:l;:ffi,,}7;;:ff:ii"fr;il},,} ".*,-,,**,i n $ a / la I i o u n 1t_tp a irt * lb ru o tl o * a, t'r, i, n" "; ;; ; rt; ; j.D Up to 910,000- up Lo pru,uuu (total cost of svstem x 0.02) + 60 = $tr Between $10,001 - $100,000 ifreut*rf"t-"em _ 10 000t y o n1tr Over 91001001 RESIDENTIAL ( it?t4 cost ol s]'ste x o.ot) + g260 = g 1 (rotar cost ot system _ 100.000) x 0.005) * g1,16Q = g Alew: single FamilyDwelling' iacluding alt buildings with wfuing being constructed on each ptopetgr. (*Based on Euing space,see defiaition below) J- up to 1J00 sq ft - 9130 \./ F z,iortoz,io0sqrt-g260 f :'22:t"2.,20^9sqrt-g1e5' E over 4'500 sq tt' g3ziprus g65 for each igiitiorJ i,000 sq ri"r;':h:;*kr rt'fi32s New:MurtLFatniryDwerlirg (con*actots 83;. ($65 " ).D Duplex Apartrnent $260D Three or more multi_family units: g130 p.1.bdghg p!: t_65 per unir! ftiii# lTlt;:ff;**i?j;,*::.Tn":i :;il;"b,ilfi;;es and Detached shop: g65 ree prus $10 o.l**HVAC equipment being instailea "p ," n. -aximm or the .or,.sf;"#ilT:;T: o{iiofi; nt' $10 per ($65 + ($10 x # of fixtues)) r MISCELLANEOUS ! PIan Check 965 perhour tr Technical Service: $65 per how tr Gas Liae:965 tr Water Ffeater Replacement: $65tr Requested Inspection: $65 D Fireplace/Solid Fuel Burning Appliance: g65 per inspection ]Ltltg space - space witlia a dwelling unit intended for human habitation whigh may.teaso:rably be "*:a fot sleeping, eating cookiog,bathtng' washing rcc"4dgg and ""it"iot' putp.*r. a" unfinished basement is consideted pa,. of the rvrrg space.txExamples "f Y/9BanW*W""..?fil..-"",, sorar, warer heater, etc. ofLicensed Contractor t liJr. .+t\tl t' , ttYA Ittuvl,l//jl Llcense number'& Exp. date ,7 itl t, Date City Bu g Sofety Depqrlrne 35 N. 1sr E'., Rexburg, Id g3440 Phone - IZOSIZSO-ZOZO,/ Hottine - eOB)372_2344 / Fa_r _ eOB)35g_3022 OWNERS NAiVIE l,l8i*ffiPo*5 Pernit# 12 d&33su_BD_rwsroN S.. PHASE CITY OF City of Rexburg REXBIIRG iltneri cai hhnily Connunlty Reguiredlll ELECTRICAL Electdcal Contractor,s Name Ad r""/1fl "/;x,Phone ( 6 ftr'#:;:,;;:{#:::;###:: ;';;:9;ii"p;;;;;;,'*;;;;;;';#il;:',#,:;:;:."#:i,y;;;') ),-.., *r,,*, ins,a,,a,i.n,not tpeefrcall1 nentioned elseaberc on tli,prn1.tr Up to 910,000 (totalsost ofsystem x 0.02) + 60 = $: *T'-',frlllfot - $too,ooo a@i011 * $zeo = gtr Ovet 9100,001 //,,1 -'- ' {'!uv-rT|( (r_oqal cost of svstem _ 100,000) x 0.005) + g1,160 = g ser\rrce connections. Does NOT requfue inspection.RESIDENTIAL IVew: siagle Family Dwelttag' iacluding all buildings wlth wtring being.coastructed on each ptoperry. (*Based oa living.space,see defiaitioa below) tr Up to 1,500 sq ft - g130 : ./n 2,30r to 3,s00-sq rt - g2eo E :,?2: t" ?,290^ sq ft - g1e5 " 'ffi if?l:lf"H:: *::.iBro'l each additionar 1,000 sq 'i.';:#.f *:,:h?-::#Tlu*x # pr.ddruonal New: MultLFamity o-.aog Gm;'oot ltr Duplex Apartrnent $260tr Three or mote multi_famity units: g130 pd*9hq_pl": t-65_q* dttr ffi1?*ffii:'#*'#:l*"tuted oll\4obih fio*.., '-d D.t'"h.EItop: g65 ree prus g10 perUcentralrr."tinllcoolinoSwsfcmo.-^^..?f::p:*Tgsq.ft'ofth.btrhg@;5i^!CentralHeating/CoolingSystem''$;5-w;;'iil;?;";.?;.J;]'ffi*'ffi"^, wfilng ""-;, ,:::?E:::y;;;i2;,#H:,ioors: g65 ree ror each ,riF to inspect D 965 up to 25Hp ng95 _ 26 io Z00Hp rg130 over 200 HpMISCELI.ANEOUS D Temporaty consftuction services.oNlY: 200 amp or less, one location (for a period not to exceed 1 yeat) - $65tr Temporary flyem;nt g65 fee plus g10 per ridg .orr..rrioo or generatorD rrrigation Machine: g65 for centei pivot pius g10 per rower of drive motorD Technicalservice: $65perhour tr Plan Check g65 per horu tr Requested Inspection: $65 ll1i"* Spac-e'- space within a d;wel$s unit intended fot human habitation which may. teasonably be utilild for sleeping, eating, cooking,Damhg' *^tfi:r*t"7.),)and sanitation Pr,'poses- a" ""i--irr'.Jlr.]-Jn, r, .oorideted part of rhe rvrng space. Date 35N l.rERexburg,|D83440 www.rexburg.org Building Sofety Deporlmenl City of Rexburg Phone: 208.372.2326 Fax: 208.359.3022 SUBCONTRACTOR LIST *"-{- lfu r),v2 _ a7, OF REXBURG .4 n rc ri ca's Fam i ly Co m m un ity Excavation & Earth Concre Masonry: Insulati Dqrwall: z-4 -- _)/) ,.D5c nL+ Painti Floor Covedngs:tr:*, Plumbin Heating: 34o - 4oU Electdcal: -a +-/ I{V.fv' Special Construction (Manufacturer or Supplier) &::, Roof Trusses:{tA *{ - uL{n r. Floor/CeilingJoi 7r 9'>'-1'tut Siding/Exterior T /1 ) "w"l- Other ffi Address Assignment Form rl F City of Rexburg D City of Sugar City tr fiodison County X Curcent Address tr Legal Description tl Porcel No. Norne: J*,^,"., eA dJ J-ua;ur Ston /K*-+rrnr. Date: Assignedby: trttr.\ (,nJ l;sbachl, /GtS Dtre.-lor Address: J:l+O-| i u, TteA S,Parcel No.P.P nsm pr n t ao3 o Block: a / Lot: tt 3 Block: Lot: Subdivision: .S'u ,-^r, t; etc! City Blockz New Address: 23q s ru. ?un S. A dditiono I Informof ion : I' *iAi-'trrr | ' -.l't)12 00083 2407 W. 960 s. - sFR Office Copy 23February 2012 ilrl For: Plan #: Structural Calculations Kartchner Homes Salem Location: Block#l,Lot#3,Summerfield From:York Engineering Inc. 2329 W. Spring Hollow Road Morgan, Utah g4050 Design Criteria IRC 2009: RoofLoad; Live Load (pSF) Dead Load (pSF) Floor Load: Live Load (pSF) Dead Load (pSF) Seismic Zone:Dl wind Speed: 90 mph 919:ph 3_ second gust) Exposure c or100 mph (120 mph 3 second grrtl ii.p"rr*t t --'" Concrete pSI (fc'): ZSOO ffo*il0-.1, Z-S00 (slabs), 4000 (susp. slabs)Concrete Reinforcement: ASTM ,{615 Grade 60Site conditions: Dry & s-table g.unuiu, uused, 2000 psF Bearin g capacity,Granular Based 25Putkru (KH=35 pct't<l=iz\i6;t to exceed 2vyo,Minimum seiback from slopes of (801) 876_3501 40 l5 40 10 Dimensional Lumber: Hem or Doug Fir #2& BTRSteel: ASTM,{36 Y::i-:t:11 straps and tie downs, and meet nailing, reinforcement and other structuralrequrements as noted on the drawins and withinth-.o"*"l"i,rris document. These structurarcalculations are based on condition.?nJ urru-ptions liied above. If the conditions listed hereinare not met or are different it shall be brought to the utt.niion orthe engineer. Roof rruss andbeam svstem,o o" "lg]1".'"o,uf tr" rrpprl"r. .Fi; ;;;il;r,g urrun,-"; il;;;;rilding site isdry and stable' a hieh water tabll or adveise soils su"h i, or. ri, clays, fills etc. could causefuture flooding, settiement, rirr;rouili,r, o, other adver.i .onaitions. verification of andliability for the soil bearing p*t.t*;i;;' stability, urra uriott "rsite conditions, including siteengineering as required, is the.*p*riuiriry of oihe;;. iir.rl'rur.ulations unl rngi,r".ring arefor the new buirdins structure only and oo ngt provide any engineering anarysis #orliabilitv/warcantv dl1* *l-il6rJ io,tion, of the u"irii,ig, or the site itself. w'liam yorkis the structural engineer only and does iot assume the role of ..Registered Design professional,,on this project' The purpose of these calculations 4 r"i;ering is to help red-uce structurardamage and loss of life due to "it.i. Jivity.agdloirrrgi^*r"a conditions. The conrractor shallverift all conditions' dimensi"nt u;;;;tural details oitt. o.u*ing. Multiple use of these h*'daffi calculations is not permitted. All exterior walls shall be sheathed with 7/16" APA rated structural wood panel. Block allhorizontal edges | /2" nominal or wider. Sheathing shaltextend continuous from floor to topplate and be nailed at least 4" o.c. along sill plate.-Nails Jail be placed not less thanyz,, fromedge of panel and driven flush but shall not fracture ttre suiace of the sheathing. Extendsheathing over gable end to wall joints & over rim joist u"r*.rn floors and nail to rim and wallplates 6" O.C. The following general requirements shall be followed during construction:1' contractor to veri$r all dimensions, spans, & conditions and notift engineer of any elrors,omissions, or discrepancies prior to construction.2' use simpson A35 ties each cantilevered joist to sill or top plate. 1.9r" Simpson Hl or equiv. ties each end of each truss. I 5. Foundation reinforcement as per plan. 6. Use 2: #4bars continuous foiall -footings 2:# 4 bars each side of openings & 2# 4 barstop & bottom extend 36,,beyond opening8. Use /2,, x 10,,J bolts 36" O.C. all foirndation walls9' If discrepancies are found, the more stringent specification shall be followed. 19 ltt multiple beams and headers to be nailed using r6d two rows 12, o.c.11' contractor shall assure that all materials * urffi.tunururtures recommendations.12' Site engineering and liability shall be provided bythe owner/builder as required.13' connect beams & headers over 6 ft., to trimmrp *ift appropriate connectirs/hangers.14' contractor shall assure that footings are_properly drained Td Fl soil is dry and that footingsrest on undisturbed native soil below tocat rrosio.prr "ratrr"t building horizontal clearancefrom footings to ascending slopes be a minimurn oizs [", "ra that the intent of IRC sectionR403.1.7 is met. l5' The contractor shall conform with all building codes and practices as per the 2006 IRC.16. use balloon framing method when connectin! floors in sprit level designs.17' Nail all whear walls to floor joist using 2: 16J 16" o.c. aa_a additional floor joist as reqd.18' Provide joist and rafter hanglr, u, p"rhunufacturers specifications.19' Foundation steps shall not &ceed i feet or Yztherro.irintur distance between steps. Horz.rebar shall be 12" o.c-.through step downs and extend 4g,,either side of step20'rf garcge return walls are Gss than 32" wide then extend heade.s across return walls with 2king studs on either end- extending from the top of the rr.uoo to the bottom plate or install (2)MST 36 straps each end of headei extend u.ror, *i.rg *uii*2l' use a minimum of 2-9 yz" LyLsfor all tt"ua".r "ir.yirr[gi.o"r loads.22. Allow foundation 14 days to cure prior to backfill23. Use I 1/8" wide timberjtrand or equiv. for all rim joist24. Provide solid blocking through structure down to footing for all load paths.25' Builder shall follow ull.t.oti.endations foqd tr;ii;;liicable Geoiechnicar repons.26' stacking of two sill plates is permitted with 5/8" J-bolts'tirough both plates. Stacking morethan two plates is not permitted without special engineerin! Plan: Salem Date: 23 February 2012 Location: Block #1, Lot #3, Summerfield BASMENT Footing Calculations Concrete Specs Density (pcf) Strength (psi) Clear 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/tft) Area per lft Soil Specs Density (pcf) Soil Pressure (psf) Weight (kips/|ft) Building Loads Roof span Roof (kips/|ft) Wall Height (ft) WallLoad (kips/tft) Floor span Floor Loads (kips/tft) Total(kips.lft) Calculations Total Weight on Soit (kips) SoilLoad (ksf) Required Footing Width (in) Required Footing Depth (in) back front 150 150 3000 3000 33 7.83 7.83 94 94 0.67 0.67 88 0.78 0]8 2.00 2.00 24 24 0.83 0.83 10 10 0.25 0.25 2.00 2.00 125 125 1500 1500 0.65 0.65 31 31 1.01 1.01 18 18 0.36 0.36 30 26 0.75 0.65 2.12 2.02 left right interior 150 150 150 3000 3000 3000 333 7.83 7.83 0.08 94941 0.67 0.67 0.67 888 0.78 0.78 0.01 3.05 1.53 24 24 10 10 1.50 1.50 1.33 18 18 16 0.83 0.83 0.67 10108 0.19 0.19 0.13 1.50 1.50 1.33 125 125 125 1500 1500 1500 0.41 0.41 0.00 88 0.26 0.26 18 14 0.36 0.28 22 0.05 0.05 0.67 0.59 0 0.00 12 0.18 32 0.80 0.98 1.64 1.56 1.121.09 1.04 0.84 1E 16 108 3.15 1.58 16 10 Plan: Salem Date: Aprit 27 2OOg Location: Base plan back front SLAB ON GRADE left right interior Footing Calculations Concrete Specs Density (pcf) Strength (psi) Clear Cover Thickness (in) Foundation Overatt Height (ft) Height (in) WattThickness (ft) Thickness (in) Weight (kips/tft) Footing Specs widrh (ft) Width (in) Height (ft) Height (in) Weight (kips/tft) Area per lft Soil Specs Density (pcf) Soil Pressure (psf) Weight (kips/tft) Building Loads Roof span Roof (kips/tft) WallHeight (ft) Wall Load (kips/tft) Floor span Floor Loads (kips/tft) Total(kips.tft) Calculations ]of3,l wejgl.rt -on soit (kips) Soil Load (ksf) Required Footing Width (in) Required Footing Depth (in) 150 3000 3 4.00 48 0.67 8 0.40 2.00 24 0.83 10 0.25 2.00 125 1500 0.33 31 1.01 18 0.36 16 0.40 1.77 2.42 1.21 150 150 150 1503000 3000 3ooo 3ooo3333 4.00 4.00 4.OO 0.084848481 0.67 0.67 0.67 0.678888 0.40 0.40 o.4o 0.01 2.00 1.50 1.50 1.3324 18 18 160.83 0.83 0.83 0.671010rc8 0.25 0.19 0.19 0.132.00 1.50 1.50 1.33 125 125 125 1251500 1500 15oO 15oO0.33 0.21 0.21 o.oo 31 880 1.01 0.26 0.26 0.00{8 18 14 120 36 0.36 0.28 0.18132292 0.33 0.05 o.o5 o.8o1.69 0.67 0.59 0.98 2.34 1.17 1.26 0.84 1.18 1.12 0.79 0.84 24 24 lE 16 16101010108 plan: Salem Date: 23 February 2012 Location: Block #1, Lot #3, SummerfletdSawn Lumber FB-i ee_S ""'-' fe_O FB_8Load Parameterc Floor Live Load(psD 40 40 40 40FloorTotal Load(osfl 50 SO SO 50Ffoor 1 Span(ft) " 13 i6 z 30Total Floor Load(plf) 325 4OO 50 7SOyv.a!l.F!9isht(ft) 0 I I 0Watt Weight (psO 20 20 20 20wall Load(plf) 160 160 160 0RoofLL (psf) 50 50 50 50Total Roofload(psfl 65 65 65 65RoofSpan(ft) 96 Ai s 0Total RoofLoad(ptf) 1170 1008 260 0Beam weight (ptD 5.6 5.6 5.6 5.6Live Load (plfl 1160 1o9a z4o 600Total Load (prf) 1661 faia 416 7s6 FB-g FB-12 RB-2 RB-3 RB-4 RB-s 19 40 40 40 !9 50 50 5029000 72?000 0322 20 20 20 200604040 !g 50 50 5065 65 65 65033131 0 98 1008 1008 !,a 5.6 5.6 0.6 999 75 775 775729 163 1053 1053 40 50 0 0 0 20 0 6n 65 7 228 4.4 175 232 I 5 580 580 725 580 1.1 1415 s26 2106 2633326 2106 2633326 2106 329.1 326 2106 2633 40 50 22 550 0 20 0 50 65 0 0 4.4 440 554 Reactions & Moment Duration Increase Beam Span(ft) Reaction 1 (lb) Reaction 2 (tb) Max Moment FtLbMax Shear Lb Determine Beam SlzeDepth Estimate (in) Wdth Estimate (in) CF= Area = Momemt of Inertia | = Maximum Bend Stress = Allowable bend StressFactor Of Safety = Allowable Sheer StressMax Shear Cap (lbs) = Factor Of Safety = ' Bearing Required = E (psi) Deffection LL (in) LLoad Def. Limit UAllowable Deflection (in) LL Deflection F/S Deflection TL (in) Tload Def. Limit U Allowable De.flection (in)TL Deftection F/S Selection 11111t32q,533 ?1s1. 1573 e51 188e $' 1oe4?1e-1 1s73 e51 1B8e 8at iosc1999 za7 e51 2s61 6,i '82,1 2491 1573 951 1889 ilii 1094 9.25 9.25 e.2! 9.25 7.25 7.2? 9.25 9.25 9.25 7.253 3 3 3 '-; 3 3 3 3 31.10 1.10 1lg 1.10 1.20 -1j?g 1.10 1.10 1.10 1.2027.7s 27.7s 27.7? 27.7a 2i.;; 21.1s 2;..;; zi..)s 21's 21.7s1e8 1e8 199 1eB - G 9g 1eB -'iira 1e8 ess24 221 29! 662 2;; .?7_? e; ijr s23 331e35 e35 ell 93s rc;;) y?g sis sis e3s 1o2o1.7s 4.24 3.go i.ii bfi 2:72 1d.ri r.ia 1.01 3.08165 16s 19! 16s 1;0 -1gg 165 i6s 16s 18030s3 3053 3o!q 30aa 26;0 2g!9 30ai 30;! 3os3 26101.2s 1.s1 s.21 -i.6, 3.;; ? 1e i.# ?ft 1.j6 4.s02.0s 1.2e o lg 1.so o:di .-^0-.99 o.r; i.;i 2.17 o.4B1300000 t30o0oo 130oooo 1300000 1300;fi 1300000 13o0iid0 130d0il 130ooo0 13000000.01 0.00 0 g1 o.oa --n.o; 0.91 n.00 ,-1.6) 0.04 o.o2360 360 3gg 360 $o ^3gg d;o ;;; 360 3600.10 0.07 o 19 o.ii 0;; _919 0.;i ofi 0.17 o.1z12.11 43.50 24.81 i.oe G'.;; \.72 7e:i; ;:d; 3.s3 B.3s0.0.t 0.00 0 0l 0.04 o:d; 0:91 o.oo ;:il 0.06 o.o3240 240 249 zio ;;; ?9 ,i6 \;o 240 2400.1s 0.1 0.2 o.2a 0.i; g 15 o:.i T.; o.2s 0.2512.7s 1s.42 18.7s 6.0s ri.si 13.s8 st.ti s;; 4s1 e.502:2x10 2:2x10 2:2x10 2:2x10 2:2x8 2:2x8 2:2x10 2:2x10 2:2x,r0 2:2x8 Plan: Salem Date: 23 February 2012Location; Block #1, Lot #3, Summerfield Load Parameters Floor LL (psf) Total Floor Load(osflFloor Span (ft) Total Ftoor Load (plf) Wall Height (ft) WallWeight (psf) wail Load (ptD Roof LL (psf) Total Roof Load (osfl Roof Span (ft) Roof Load (ptf) Beam Weight (ptf) Live Load (ptfl TotalLoad (plfl Reactions & MomentDuration lncrease Beam Span(ft) Reaction 1 (tb) Reaction 2 (tb) Max Moment FtLbMax Shear Lb Max Shear Stress (psi) Determine SizeDepth Estimate (in) Width Estimate (inj Cross Area (in^2) Allowable Bending Stress _- Allowable Moment = Momemt of Inertia | = Factor Of Safetv = Allowable SheeiStress (psi)= Allowabte_Sheer Force (h;=Factor Of Safety = Bearing Required =tr (pst) Deflection LL (in)Lload Def. Limit L/Allowable Defl ection (in)LL Deflection F/S Deflection TL (in) Tload Def. Limit UAllowable Deflection (in)TL Deflection F/S Selection LVL Beam FB.1 40 50 18 450 0 20 0 50 65 0 0 27.1 360 477 1 21 5010 5010 26303 5010 54 18.00 5.2 94 2461 57576 2527 2.19 285 17784 3.55 1.28 1900000 0.33 480 0.53 1.60 0.43 360 0.70 1.61 3:18" FB-3 40 50 13 325 8 20 160 50 65 36 1170 10 1 160 1665 1 5 4162 4162 5202 4162 125 9.50 3.5 33 2684 11775 250 2.26 285 6318 1.52 1.591900000 0.03 360 0.17 4.85 0.05 240 0.25 5.07 2'.9/2" FB-4 FB-7 40 4050 so16 19 400 463 8A 20 20160 150 50 50 65 6531 41008 13010 3z1095 4701577 789 11 621 4731 82854731 8285 7097 434964731 8285142 66 9.50 3.5 33 2684 11775 250 1.56 285 6318 1.34 1.801 900000 0.07 360 0.20 2.98 0.10 240 0.30 3.10 2:9T2" 18.00 7.0 126 2461 77506 3402 1.78 285 23940 2.89 1.581 900000 0.32 480 0.53 1.65 0.53 360 0.70 1.31 F8.11 40 50 16 400 8 20 160 50 65 31 1008 18 1 095 1585 1 10.5 8323 8323 21849 8323 135 11.88 5.2 62 2604 26538 727 1.21 285 11737 1.41 2.13 1 900000 0.22 360 0.35 1.61 0.31 240 0.53 1.67 11.88 3.5 42 2604 17862 489 2.09 285 7900 3.70 0.81 1900000 0.24 360 0.53 2.24 0.42 240 0.80 1.89 11.88 3.5 42 2604 17862 489 1.38 285 7900 1.38 2.181 900000 0.15 360 0.30 2.04 0.20 240 0.45 2.22 9.50 3.5 33 2684 11775 250 2.03 285 6318 3.81 0.631 900000 0.32 360 0.47 1.47 0.43 240 0.70 1.62 RB-1 RB-6 RB-7 40 40 4050 50 50000 000 330 20 20 2060600 50 50 5065 65 656gz7 195 1203 22812 12 10150 925 175267 1275 237 111 169M 2136 5736 16602136 5736 16608546 12905 58102136 5736 166051 138 50 4: 18" 3: 11 TlB 2: 11 Zlg', 2: 11 71g,, 2: g %,, Plan: Salem Date: 23 February 20, Location: Block #1, Lot#3, Summerfielc GLU-LAM Beam 24F.v4 FB-1 FB-7Load Parameters Live Floor Load (psfl 40 40Total Floor.Load(ps0 SO SOFloor Span(ft) tB i8.aTotal.Floor 1. Load(ptf) 4SO 463Wall Height (ft) 0 AWellWeight (psf) 15 20Wallload(plf) O 160rool LJve Load (psf) 50 SOTotal Roof Load (psf) 65 65Roof Span (ft) O 4Total Rgof Load (ptf) O 130Beam Weight (ptf) 22.4 24.gLive Load (ptf) 360 4TOTotal Load 472 772 Reactions & Moment Duration Increase Beam Span(ft) Unbraced Length (ft) Reaction 1 (tb) Reaction 2 (lb) Max Moment FtLb Max Shear Lb Max Shear Stress (psi) Determine Beam Size Depth Estimate (in) Width Estimate (in) Cv= Allowable Bending Stress Area = Momemt of lnertia | = Beam Value for S (in^3) Allowable Moment (tb.ft)=Moment Factor Of'Saf6ty = Allowable Sheer Stress = Allowable Sheer Force = Shear Factor Of Safety = Bearing Required = LL Deflection in. = Lload Def. Limit U Allowable Deftection (in) LL Deflection F/S TL Deflection in. = Tload Def. Limit U Allowable Deftection (in) TL Deflection F/S Selection 1 21 1 4960 4960 26042 4960 54 18 5.13 0.96 2304 92.34 2493 277 531 97 2.04 240 14774 2.98 1.55 0.35 480 0.53 1.50 0.46 360 0.70 1.52 1 21 1 81 56 8156 42820 81 56 82 19.5 5.13 0.95 2286 100.04 3170 325 61935 1.45 240 16006 1.96 2.54 0.36 480 0.53 1.46 0.60 360 0.70 1.18 5 1/8" x 18" 5 118'. x 19 Tz,, TJI JoistSpan (ft) Oepth Load Paramoteni Floor Dead Load Floor Live Load Total Floor Load Simple Span Joist Duration Increase Joist Span(ff) Joist Spacing Joist Weight (ptD Joist Loading (ptD Max Reaction (tbs) Max Moment (FtLb/tD Max Shear Lb Determine Joist Size Depth Max Moment 1 0O% (fiJbs) . F. S. for moment = Max Shear 100% (tbs) = F. S. for shear = Bearing Required (in.)= Live Load (L/360) = Total Load (U240) = El x 10^6 (lb-in^2) Live Load Deflection (in) Total Load Deflectjon (in) Live Load F of S Total Load F of S Selection Plan: Salem Date: 23 February 2012 Location: Block #1, Lot #3, Summerfield 110 16.5 11.88 10 40 50 11 7t8 1 1A E 19.2 2.5 83 68,1 280A 681 11 7t8 3015 1.07 885 1.30 2.OO 0.55 0.83 238 0.49 0.63 1.13 1.31 110's @ 19.2', o.c 6000 16.5 11.88 plan: Salem Date: 23 February 2012 Location: Block #i, Lot#3, SummerfieldBCtJOtsTs Span (ft) Depth Load Parameters Floor Dead Load Floor Live Load Total Floor Load Slmple Span Joist Duration Increase Joist Span(ft) Joist Spacing Joist Weight (pt0 Joist Loading (ptO Max Reaction (tbs) Max Moment (Ftlb/tf) Max Shear Lb Determine Joist Size Depth = Max Moment 100% (ftJbs) = F. S. for moment = Max Shear 1 007o (lbs) = F. S. for shear = Live Load (U360) = Total Load (U240) = El x 10^6 (lb-in^2) Kx 10^6 (lbs) Live Load Deflection (in) Total Load Deflection (in) Live Load F of S Total Load F of S 10 40 Selection 1 16.5 19.2 z.a AA 681 2808 681 117t8" 3670 1.31 1175 1.73 NEE 0.83 o naa 0.50 1.43 1.66 6000 @19.2"11 7/8" plan: Salem Date: 23 Fobruary 2012 Location: Block #1, Lot #9, SummerfioldSeismic Calculations Loading Summary FloorDeadLoad(psD 10 Seismiczone EFloor Live Load(psf) 40Walls (Ext)(psD Zo Root LL(ps0 s0Walls (lntxpsf) 10 noot Dt_ipsD tsRoofDead Load(psD 15Roof Slope 6 n2Elderior combination Snow Load Reduction Slope Snow Pitch over 20 Rs Reduction L.L.- Reduction Total Load Roof roof wall Floor 2 Floor 1 Lateral ForceFloor 2 Lateral ForcoRoof Lateral ForceTotal seismic Mass = Total Lateral Force = Selsmlc paramate]r 26.56 V=Cs.W1.4 50.00 Fa= ,l R= 6.5 tabte 1617.6Ss= 1.772 Sms= .t.72 eq. 1G1650.00 Sds= 1.18 eci i6-1865.00 Cs= O.21A pereq. t6-49Adj. Factor 1.4 Cs= 0.1556 Length W(ps0 50 25 wdth w(tb) 39 32400 6480 38880 6051 wdrh w(b) 36 28590 13600 42190 6566 wdth w0b) 39 7560 8900 16460 2562 o/o Forc.e Total Sheer I67.71o/o 8.542C€,3AO.AAP/o 12.61647J32.290/0 12.6'16473 112616 Shear Wail Load (Dt0Not AppttcabteNot ApPticabteNot AppticabteNol ApPticabte Shear Wail Load (ptD 21U 225 371 247 Shear Wall Load (Dlfl142 142305166 Lb/ft 1250 Total Mass Tributary to Roof Levels = Shear M(lbs) Roof Levets = Length n(psD tb/n36 10 360wail height 9 Total Mass Tributary to Floor 2=Shear M(bs) Floor Levels =Floorl Lengrh' ' Wipsfl -lon 50 10 5OOwail height I Total Mass Tributary to Floor 1=Shear M(bs) Floor Levels = (,) 6566 605197530 12616 seismtc Force Distribution* Roof Sections ** H(xlKooT 22.6Froor 1 i.ortoof 2 9.0 TntalsV/sum(Vvr'Ht) = u.-uusoo 6as.emen_tEneerwa[ F(rorat)I orar Load (kips) 12.6ngnr stoe 6.3left side 6.3front 6.5Dad( 6.3 l- (torar) 12.6 6.3 W(x) kip W(x)H(x)39 885' ' ' O042 42281 1306Total Shear (tbs) = Length Ftoor I sneer watlTotal Load (kips) ngnt side lett side tront Dad( Ftoor z Sneer watlTotal Load (kips)nght side ' len sidetrontback 10 10 10 10 Length 30 2A17 22 Length 30 30 14 23 r-(totat) RA 4.3 4.3 4.3 4.3 shear wail criticat Lengths wail uL t_toor uLFront e60 650P99! 5oo 75oIfg_nr 2ao 50LeTI 360 SO Calculato U..plift, Force Req'd to provent OT (tbs)Panel Length (ft) 2 gFrcnl ^9gZ 264gp?q\ is!t e3151g.m 2999 2606Len 3163 2717 lg_ol9L rrl (ptr) cntrcat | (n)1007.5 13/,4 51007.5 1410 4260 393 .t o260 446 9 M ** #il plan: Salem Date: 23 February 2012Lo€tion: Btock *,1, Lot *3, Summarfield lJl!*:'.:i:lt"ft :",ijl'rons usrns Main wnd;"-;";#;;;:;m (MWFR.) Wnd D.stgn Cocfflciohb Pryind load,exp coetrlw P=Design pressurc Horizontat Wnd Load (from tabte 1609.6.2.j(j)wall Load (ps0= end zone (A) 16.1Inrenorzone (C)c";ii;'i;# 117 end zone (B) 2.6 ..lnrenorzone (D) 2.7venietWird Lo6d (from rsbte 1609.6;. j(j)xoor Load (ps0= eno zone windwrd (El -7.2eno zone teeward (F) -9.Elnrenorzone windwd (c) _5.2Inrenorzone l€eward (H) _5.2 iT:y: :-"-"n:""1 f f rom rsbre .t 60e.6.2. 1 (4)rFrmponan€ Fador (frcm table ,t604.5) WlndsF€ed- 90ExFsurs C R@t sbr - RoofAngl6(d€9)- 26,56 P=wind load*exp @efflw honzontalmll interior jS.Ognonzontat mll end zgne 20.77nonzontat rcofinterior g.4g nonzonlal rcof end zone ? ^-verriel eno rcre wiliriaro :;ir",v€ntef end zone feemrd _12.64veniel interio. zone windward $:l,lvenrqt interior zone leeward _6.21 1.0 Roof Height 7.SO Wall Height 19 Truss Span 30 6 t,l2 Sine = 0.4472Minimum pressure Adjusted 15.09 20.77 10.00 10.00 0.00 0.00 0.00 0.00 .4'Hmean .1'base End Zqne Wdrh (ft)Interior Zone Wdth (ff) GabL Re{ Lod HlpRdLd 2nd storyEnd Zone Wdth (fl)2nd Srorylnrerior Zone Wdti (tt !*ht Wtnd Loed Force {tb.) I Y. 20.77 1s22.61 15.09 2206Sum = 2357.8.1 Wnd Led For@ (tb!)'10.00 292510.00 oTotal 2g2S 3.9 28.2 9.'l 3.9 31.2 widrhEnd 3.9lnterior 31.2 AreAEnd 292.sInterior O wtdthEnd 3.9 Interior 31,2 . wHthend zone windffird 4 teemrd 4Inrenor zone windward 31Beward gl Height wtnd L€d1.0 20.771.00 15.09 Sum = lsgth Wtnd L€d23.05 FALSE23.05 FALSE23.05 FALSE23.05 FALSE ShearWa[ Loads (pto 293 179 Sh€ar Wail Loads (pF) 402 ShearWail Loadr (ptf) Not Appti€bteNot Apptieble Totial 18131Total (pl0 102 2nd SlorFo.e(bn) Fo@flSi62 16z471 425.62632.9 587.62 Fore (lbr) 0 F16.2 Olephragh Sh.fiTotal Shear(tbs) Front Wall Length Back Wail Length Fl@r l Dlaphrlgh Sh€r Total Shear (tbs) Frcnt Wall LenothBack Wall Leng-lh Deehent OtaphGgm Sh€rTotal Shearflbs) Front Wail LengihBack Walt Length Critical Wail Length (ft)=Frcnt Wa[ Dead Load (oto= Front Wail Criti€t Lenoih (fr)= Back Watt Dead Load iptfl!'Back Wail Crjtiet Lengih ifr)= Calculate Uptift, Force Req,d to prevent OT(tbs)panet Length (fi) 2 gb;;i ;;1. ?:: 8214 14 13684 17 14317 10'10 1344 1410 8 10 12-2552 -3794 -5036-3368 .4576 .5984 4 -751 plan: Sqlem Date: 23 February 20i2 - Lo€tion: Block #1, Lot #3, Summorrieldy*1fg!::ffi:jations usins Main w"ar"."i".i"iiig ;Jrem (MWFRS) Wlnd D6lgn C@fiiclant! P=wind load.€xp @efflw P:Design pressure HoriotatWnd Load (frcm tabt€ 1609.6.2.i(j)Wall Load (psD= end zone (A) 16.1interiorzone (C) ,11.7 Roof Load (psD= end zone (B) 2.6lntenorzone (D) 2.7V€rti€lWnd Load (frcm tabte .t609.6.2.1(1) Roof Load (psD= end zone windmrd (E) -7.2 end zone tesward (F) _9.8 inleriorzone windmrd (c) _5.2 interiorzone leryard (H) _S.Z Exposure Coeffi-cient (frcm table j609,6.2.1(4) 1.2glFlmportan@ Faclor(frcm tabte.1604.5) ;.0- Wlnd SFd r Exposurc Roo, Sbts. R@t Angle (dee )- P.wind load.exp coeftlw horizontal wll interior honzonlal wall end zone horizontal rcof inlerior horizonlal rcof end zone vertiel end zone windward vertiel end zone le€mrd verti€l interior zone windwardverti€l interior zon€ leeward End Zone Wdth (ft) Interior Zone Wdth (fi) G.bl. R@t L@d Hlp Rd L€d WallLd Vedlcal Fo@ 10 Roof Heighr 7.sv Wa[ Height i9 Tru$ Span 30 6 11226.56 Sine = 0.4472 Minimum pressure Adjusted15.09 15.09 zv.t t 20.773.48 1O.oO3.35 lo.oo-9.29 o.oo-'12.64 o.oo-6.7't o.oo-6.71 o.oo .l 9 2nd storyEnd Zone Wdth (ff)42.2 2nd sroitnterior zone wdiii fnt 3,9 28.2 Wtdth H.tghtEno 3.9 1.9lnterior 42.2 2.81 Wtdth HetghlEno 3.9 ,t.o lnterior 42.2 1.00 Wlnd Led Fo@ {tbs)20.77 15215.09 2984sum= 313s.672 WlhdLod FoE(b!)20.77 162'15.09 637sum= 798.9228 For@ (lbsl 0n AreaEnd 375Interior O Wldttt bngth4 43.054 43.0542 43.0542 43.05 10.00 375010.00 0Totat 3750 2nd Slory '161.9982 425.6226 587.6208 end zonE windmrd Ieeward interior zon€ windward leward Wlnd Load FALSE FALSE FALSE Floor2 Dlaphr{h Sh€r Tolal Shsar(tbs) Lefr Wall Lenoth Right Weil Le;grh Fl@r I Dlaphragn Sh6r Total Shear (tbs) Left Wall LenqthRighr wail Le;gth hqent Dlaphr{m ShdrTotal Shear (tbs) Lef, Wall Lenoth Right wail Le;gth Crltical Wall Length (ftls Left Wall Oead Load (Dtfl= Lefl Wail Critiet Lendih tft):Right Walt Dead Loa; (pto: Right Watl Cnliqt Lendih (ft)= Calculate Uplift, Force Req,d to prevont OT (tbs)raner Length (n) 2 3 lloT 14a4 1'2saEacK 14.14 1254 9039 17332 2a 't813.1'10'10 446 7 393 ShearWalt Loa& (pt0 ShearWalt Loa& (ptD 309 289 ShearWall Load3 (ptf) Not Appli€bleNol Applieble Total 1.{,317Totat (ptf) 73 1 l11 1094 itz i:: r* llr Plan: Salem Date: 23February 2012 Location Micro-Lam Beam Uniform Loads Uniform Ftoor Span (ft) Totat Uniform Ftoor Load (plf)Wall Height (ft) Watt Weight (psf) Wall Load (ptD Uniform Roof Span (ft) Totat Uniform Roof Load (pt0Polnt Loads 1 Dlstance from Left (ft) 1 Point Live Load (tb) 1 Point Dead Load (tb) 2 Distance from Left (ft) 2 Point Live Load (tb) 2 Point Dead Load (tb) Partialy Uniform Loads1 Uniform Span (ft) 1 Live Load (ptD 1 Dead Load (ptD 1 Distance of left side (ft) 1 Distance of right side (ft) 2 Uniform Span (ft) 2 Live Load (ptf) 2 Dead Load (plD 2 Distance of left side (ft) 2 Distance of right side (ft) Tapered Load Tapered toad teft (ptD Tapered toad right (ptD Left Distance (ft) Right Distance (ft) Beam Wetght (ptf) Reactions & Moment Duration lncrease Beam Span(ft) Left Reac{ion (tb) Right Reaction (tb) Max Moment FtLb Max Mom dist from LeftMax Shear Lb Max Shear Stress (psi) Determine Size Depth Estimate (in) Wdth Estimate (in) Cross Area (in^2) Max Moment 1OO% = Momemt of Inertia l= Factor Of Safety = Max Shear 1OO% = 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 Block#1, Lot#3, Summ Glue Lamb Beam FB.1O 2 50 I 20 160 0 0 13.5 4008 1002 5 8250 2475 8 160 OU 5 18 22 atn 16s 0 5 0 0 6 8 36.54 1 l8 15328.4 11279.3 64598.9 5.0 15328.4 121.7 18.00 7 126.00 81900.00 3402.0o 1.27 182.48 1.56 J.V6 298.15 378.00 1.27 1 900000 0.40 0.60 1.50 n50 0.90 1.52 4t 18" LVL FB-10 2 EN 8 20 160 0 0 {3.5 4008 1002 5 8250 2475 8 160 OU 5 t8 22 s50 .IAA 0 5 0 0 6 8 24.29 1 t8 15218.2 11169.0 64201.1 EA 15218.2 152.1 19.5 5.13 100.04 65022.75 3169.86 1.01 228.19 Lt6 5.39 321.01 325.11 1.01 0.00 0.45 0.60 1,33 0.67 0.90 {.35 DATEO2I22I12 PAGE 1 - DELIVERY LIST gffi;pranklin fuffi,/-ffir@w FHrffi)30{.g161 rax(2*)3243tss PH (208) 324-8161 FAX (208) 324-3159 :::"H::lJ;#i QUOTE #P8121457 ORDER # QUOTE DATE I ORDER DATE II YARD CONTACT DIRECT DELIVERY DATE tt YARD PHONE #CUSTOMER PO # DESIGNER BOB WHILLOCK JOB CONTACT SALES AREA EASTERN IDAHO JOB PHONE JOB CATEGORY:DESIGNER BOB WHILLOCK I LD To POCATELLO F.B.S. POCATELLO 1951 POCATELLO,ID 83202 coNrRAcroR: KARTCHN ER HOMES JOB NAME: SALEM SF3B1 LOT / BLK SUBDIV: s I P T 2407 W. 960 S. REXBURG,ID DELIVERY INSTRUGTIONS: RooFrRUssEs l-rlfl?il,iT|o*STRESS INCR.ROOF TRUSS SPACING:24.0 lN. O.C. (TYP.) 35.0,8.0,0.0,8.0 1.15 PROFILE OTY PITCH TYPE ID BASE SPAN ()tA SPAN LUMBER OVERHANG CANTILEVER STUB HETGHT I cHEcK wEtcHT I BYPLYTOPBOTTOP I BOT RIGHT LEFT I RIGHT LEFT I RIGHT ---e 1 6.00 0.0( GABLE A1 1 1-05-00 1 1 -05-00 zxtlzxc0't-00-0001-00-00 3'-8 3/16" 44.16 . <Th_.1 6.00 GABLE B1 22-02-08 22-02-08 2X4 2X4 01-00-0001-00-00 6'-4 9/16"117.98 .*'-"0.00 FAN 82 22-02-08 22-02-082X4 2X4 01 -00-00 01-00-00 6'-4 9/1 6" 92.98 "&*1m I 2 Pl\ GIRDER B3 22-02-08 22-02-08 2X4l2X6 01-00-00 6'-4 9/16', 127.61 6.00 6.00 GIRDER 30-00-00 30-00-002X4 2X4 01 -00-00 01-00-00 4',-9 15116"150.72 0 GIRDER c1A 30-00-00 30-00-00 2X4 01-00-00 4'-9 15t16" 131 .43 6.00 6.00 SPECIAL 30-00-00 30-00-00 ,^o]r^o01-00-0001-00-00 5'-9'15/16' L _151 .53 __.___l 6.00 0.00 HIP 30-00-00 30-00-00 x4l2 01-00-00 5L9 15/16' 4tl t? 6.00 0.00 HIP 30-00-00 30-00-00,^o1r*ot1-00-0001-00-00 ] o'-s rslrs'139.s5 1 6.00 HIP 0.00 c3A 30-00-00 x4 2X 01-00-00 6'-9 15/16', 138.03 ,-"'te"- -&-3 6.00 6.00 q 0. HIPc4 SPECIAL 30-00-00 30-00-00 30-00-00 30-00-00 2X 2X 2X4 2X4 01-00-00 7',-9 15/16' _!!.9e 8'-3 15/16" 123.34 d 16 6.00 MONO TRUSS EJ1 08-00-00 08-00-00 2X4l2X4 01-00-00 4'-9 15/16' @ 4 6.00 6.0c SPECIAL EJlA 08-00-00 08-00-00,^o]r^01-00-00 4'-9 15/16" J6.O ' lAAJ ,*.n4d @ GABLE HF GIRDER HR1 06-1 1 1-03-00 1 1-03-00 1-04 2X4 2X4 X4 7',-9 1t8" 48.37 4',-9 7116" 4',-9 7t16" 50.17 01-11-11 | 01-11-11 2X4 2X4101-00-00,lF- 1',-9 3t4'7.37 JACKno o oo .l)03-11-11 03-11-11 2 2X4 -00 2'-9 314" 13.11 -# | " I 6 oo 6 oo INVERTED 03-11-11 03-11-11 lr^o r*o r1-oo-oo r I ]"?3'.9; *I . | .ool o.ool '13* os-11-11 lou-,',-,r 2x42x4 3'-9 3/4" o1-oo-oo | 18.85 "# 2 6.00 ..ool sPEcrAL I ou"',-',', ] or-,,,-,', 2x4l2x4 I L g'-s gA" l1-oo-oolllll26.84 DELIVE. DELIVERY LIST ffimnglis&;;;dF -.*ffilSq/ll|f8r-pri ef6) 3a{.ff Bt FAX (2rB) 324.3159 PH (208) 324_8161 FAX (208) 32, QUOTE # OuoiFoATE- YARD CONTACT P8121457 ORDER # PAGE 2 OROER DATE DIRECT DELIVERY DATE t-3159 YARD PHONE # DESCNER- snr-es enen- CUSTOMER PO #BOB WHILLOCK JOB CONTACT s15 West Maintt.EASTERN IDAHO JOB PHONE.rerome, tD 6333 JOB CATEGORY:DESIGNER FloR l^r-il| oL To FOCATELLO F.B.S. POCATELLO 1951 POCATELLO,'D 83202 coNrMcroR: KARTCHNER HOMES JOBNAME: SALEMSF3BI LOT / BLK SUBDIV: -DELrvERyrNsrnucffi P o 2407 W 960 S. REXBURG,ID Rt'OF TRUSSES Ir ti )ADING h-".r-r--il"&,-"=il- STRESS INCR.IFUKMA TION 35.0,8.0,0.0,8.0 K(,UF TR,USI SPACING:24.0 tN. O.C. ffyp PROFILE IQTY PITCH TYPE ID BASE SPAN o/A SDAI LUMBER OVERHANGTOP I BOT -EANTILEVER STUB HEIGHT WEIGHT CHECK BY.*e L o.oo I o oo GABLE IMlI uoruo rnuss IM2 I 06-00-00 06-00-00 roP I Bor LEFT I RIGHT LEFT lnlcxr] lerr RIGHT 2X4 2X401-00-00 I tl __.1I 2',-7 1'v16"22.10-ffi1.1.*l 0.00 06-00-00 06-00-00 ^olr^o01-00-00 I 2',-7 3t16" 20.19@-t loooi ooolsPEctAL I I IM3 J oz_og_oe, oz_og_oa,zx+, SPECIAL | | zx+lor-oo-oo ]or-oo-oo I I 2',-0 7t8" 12.42 DAtEO222t12 Delivery disclaimer, replace with your disclaimer. PB\214s7 ROOF TRUSS 0001 Page .gElf-. in (toc) t/defl Ud Y:rt[rl 0.00 i ntr 180Y."rt[rl 0.oo 7 ntr 80Hoz(IL) 0.OO 6 n/a nta LUMBER TOP CHORD 2X4DF No.1&BtrBOT CHORD 2 X 4 DF No.1&BtrOTHERS 2X4DFStud TOP CHORD Structural_wood sheathing direcfly apptied or 6_0-0 oc purlins.BOT CHORD Rigid ceiting dhecily apptied or td-OIO oc bracing. Max HOz2=54(LC g) rv-ov// | r'c-u, U=JU//11-5-0 Max uptift2=_9d(Lc_ ti), 6=-1 OO(LC 9), 10=_1 1 1(LC 8), 8=_1 1 1(LC 9)Max Grav2=268(Lc i3), o=zedociai, s=77ii-c 1ii, io=+z'irr"ci3) , B=421(LC 14) |9BC_F$_ flb) - Maximum Compression/Maximum Tensron ;ii!H3FB )-i;-;E ?i1;:'r',e'.trtihf*-m80/87, 4-5=-80 tB3, s-12=ot7s,6-12=-82t1,t,6-7=0/3e \/EBs 4-e=_80/0,3_10=_iisitsl,s_'e-J_siilbz NOTES 1) Wnd: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.p.Os_f; h=25ft; Cat. il; Exp C; enclosed; M\AFRS (tow_rise) gable end ^ ;jJl:;iltJ[l"jleft and risht exposeci ; rina uerti.lirlt'"ralsil1oJi"-iipli.n bft and risht expdsed; Lumber DoL=1.332) Truss designed for wind.loads in the plane of the truss o1ly. For studs exposed to wind- (normal to the face), see standardIndustry Gable End Details as -appli.;[|", ililJit quatified buibing designer as perANSt/Tpt 1.3) rcLL:ASCE 7-0s: pf=35.0 paf-ftEi;;;iiil;'#i:s",y l; Exp c; Fuly Exp.; ct= 14) Unbalanced snow toads,have oeen consloe-refi tili'i,,. o".,gn. :' IiSi:XAhXXX?ff;;mif*:";ilZ ir inil ''lioi ri"J tii or 16 0 psr or 1 .00 times nat roor road or 3s.0 psr on "' ,lX';.1"t has been designed for basic load combinations, which incrude cases with reductions for murtipre concurrent rive IJ 9"P1" requires continuous bottom chord bearino.8) Gable studs spaced at Z-O-O oc.9) This truss has been designed fo.r-a 10.0 psf bottom chord live load nonconcurrent with any other live loads.]:3-!iei::",1i?ff:#H?il:il",1n'HJff:,9'ip3;;:ljnnpffiffiil? arri,eir'r,eie;#;i" 3.6.0 ta,, by ll]iil,i!llifi:l''Tf",,?l,i1l1i$i,r*ri*iffi1ft:lill?t*lapaore orwirhstanding e0 ,b up,in at joint 2, 100 rbt') IJI:S :,.r';'o't g?Hi;ilLiffiioi,i." *iilt tn" idd"rnt"''nltionir Resioentiar code sections R502.1 1 .1 and R802.10.2 and BRACING SPACING 2-O_OPlates Increase 1.15Lumber Increase 1.15Rep Stress Incr NOCode lRC2006/Tpt2002 PLATES GRIPMT20 22ot1g5 Weight: 44 lb FT = Oo/o LOAD CASE(S) Standard Truss Type ROOF TRUSS s Mar 23 201 1 13:10:00 2012 SPAC|NG 2-O-0 Plates Increase 1.15 Lumber Increase 1.',|5 Rep Stress Incr NO Code lRC2006lTPl2002 PLATES GRIP MT20 220t195 Weight: 118 lb FT = 0o/o DEFL in (loc) l/defl Vert(LL) 0.04 2-11 >999 Vert(TL) -0.05 6-8 >999 Hoz(TL) 0.01 6 n/a Ud 360 180 nla ''s 22-2-8 5-g-14 LOADING (psO TCLL 35.0 (Roof Snow=35.0) TCDL BCLL BCDL 8.0 LUMBER TOP CHORD 2X4DF No.1&Btr BOT CHORD 2X4DF No.1&Btr WEBS 2X4DFStud OTHERS 2X4 DF Stud 8.0 0.0 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTfONS (lb/size) 2=40410-5-8, 10=1197/0-5-8, 6=41410-5-8 Max Hoz2=-88(LC 9) . Max Uplifr2=-231(LC 8), 10=-586(LC 8), 6=-252(LC 9) Max Grav2=569(LC 13), 10=1442(lC 2), 6=580(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=Ot4O,2-3=-5741131,3-26=-1081237,4-26=-1071436,4-27=-891423,5-27=-901224, 5'6=-598/177,6'7=0140 BOT CHORD 2-1 1 =-'l 081 422, 1 0-1 I =- 1 08 I 422, 9-1 0= -61 I 444, 8-9=-61 | 444, 6-8=-61 I 444 WEBS 4-10=-7321214, 5-10=-7711371 , 5-8=-86/21 5, 3-10=-7631367 , 3-11=-851211 NOTES 1) \Mnd: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end _ _zone; cantilever left anci right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Z; 'Trusid'esigned for wind loads in the plane of the truss only. For studs exposed to wind (nor[al to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as peTANSUTPI 1. 3) TCLL: ASCe z-OS; Pf=35.0 psf (flat roof snow); Category ll; Exp G; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6) This trusl has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a '10.0 psf bottom chord live load nonconcurrent with any.other live loads. gi - fnls truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 lb uplift at joint 2, 586 lb uplift at joint 10 and 252lb uplift at joint 6. 1 1) T'his truis is designed in accordance with the 2006 International Residential Code sections R502.1 1 .1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard P8121457 92 Truss Type ROOF TRUSS Qty 2 1 KARTCHNER HOMES 0001 +l8efeGtce (optional) , -1-0-0 ,'1-0-0 lI1.'z'u'ffi 5-9-14 5-9-i4 o.ooF7 2x4 \\ ' 3 )-t--' -4t{--t \7\\ \ .et- 11-14-'3€€-. 4 / {___ ;,'- " :'---ft-\ZN,/ \\,\ \ _-Til 14-7.a 16-4-10 5-3-6 S \ -\ *t \ 12 a4l/ ^r--Br- c. wed Feb 22 13:10:01 2012 page HjBszpEMbZcQNvtqaUEVwBh2EX5FNziZ 22-24 ta-t-a--je--14- - - ffi; Sc€16 = 1:3 \ \.- \_. FI-tr\ BCDL 8.0 LOADING (psf) TCLL 35.0(Roof Snow=35.0) TCDL 8.0 BCLL 0.0 * SPAC|NG 2-0-oPlates Increase '1.15 Lumber Increase i.1SRep Stress Incr yES Code |RC2006/TP12002 csl TC 0.37 BC 0.36 \ /B 0.27(Matrix) , ,*,,, GRIP I Mrzo 220t1s5 Weight: 93 lb FT = 0% DEFL in (toc) t/defl UdVert(LL) 0.11 2-10 >999 360Vert(TL) -0.16 2-10 >999 1BOHoz(fL) 0.05 6 nta nta i LUMBER TOP CHORD 2X4DF No.1&BtrBOT CHORD 2X4DF No.1&BtrWEBS 2X4DFStud REACTIONS (lb/size) 2=1036/0-5-8, 6=1036/0_5_8Max Hoz2=_88(LC 9)Max Uptifl2=-526(LC 8), 6=_526(LC 9)Ma< Grav2=1221(LC 2),6=1221(tC 2) lgBqES (lb) - Maximum Compression/Maximum Tensii I9l 9l-.!9ED 1 -2=ot 40, 2-3=-1s21 n 41, s-1,t=,_1 664n 1BOT CHORD 2-10=-651t1614, 1o_.t3=_354/1098, 9_13WEBS 4-8=-339/659, 5-8=-511t218,4_10=_338r NOTES 1) Wind: ASCE 7-05;-90mph; TCDL=4.2psf; BCDL=4.8pszone; canlilever left and right exposed ; end vertical ielplate grip DOL=1.33 ?) LCIi ASCE 7-05; pf=35.0 psf (ftat roof snow); Careg<3) Unbalanced snow loads have been considered' for tiis4) This truss has been designed for greater of min rooi tivoverhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinaticloads. 6) This.truss has been designed for a 10.0 psf bottom chc'/) ' I nts truss has been designed for a live load of 20.0ps2-0-0 wide will fit between lhe bottom chord and any ot8) Provide mechanical connection (by others) of trusJio rlb uplift at joint 6. 9) This truss is designed in accordance with the 2006 Interelerenced standard ANSI/TP| 1. LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathingBOT CHORD Rigid ceiting direcfly applie tMlTeR re com ma ndalh-a| bracing be installed durin i with Stabilizer Installatior )n 12,^4-1 1=-1648t7 42, 4-12= -1648n 42, 5-12=_1 6648 22, 5_6=_1921 ft t=-354/1 098, 8-9=-35411098, 6-8=-563/1614659, 3-10=-51 1/218 j; n=f!ft; Cat. ll; Exp C; enclosed; M\A/FRS (tow-rise) oabte endt and right exposed; porch lefi and right expdsed; f_uh"Uer DOL=1.31 rry ll; Exp C; Fuily Exp., Ct= 1design. e load of 16.0 psf or 1 .00 times flat roof load of 35.0 Dsf on rns, which include cases with reductions for multiple concurrent live rrd live load nonconcurrent with any other live loads.f on the bottom chord in all areas where a rectangle 3_6_0 tall byrer members, with BCDL = g.Oosf. earing plate capable of withstanding 526 lb uplift at joint 2 and 526 rnational Residential Code sections R502.11.1 and RgO2.1O.2 and directly applied or 4-6-1 oc purlins. d or 8-2-7 oc bracing. @g truss erection, in accordance Iguide. 1,6-7=0140 SPACING 2-0-oPlates Increase 1..1sLumber Increase 1.15Rep Stress Incr NOCode lRC2006tTpt2OO2 csl TC 0.88 BC 1,00 wB 0.65 (Matrix) LUMBER TOP CHORD 2X4DF No.1&BtrBOTCHORD 2X6DFSSVVEBS 2X4DF Stud *Except* _ W5:2X4DF No.t&6trOTHERS 2X4DFStud\A/EDGE Right: 2X4DFStud Structural wood sheathing direcily applied or 2_4_4oc purlins.Rigid ceiting direcfly apptied or S_'3_d5i bracin'o. ' -- " BRACING TOP CHORD BOT CHORD REACTfONS (b/size) 1=7336/0_5_8, 7=5222t0-S_8Max Horz 1=_103(LC 9)Max Uptift 1 =_2^423 (Lp B), 7 =_21 04(LC 9)Max Gravl=88S5(LC 2), 7=6308(Lb 2i lglC-F-S^ ]E) - Maximum Compression/Maximum Tensionrop cHoRD 1-2=-1se&|:tysa, z-tsi=-.taiiiizii" s-ts:11g?gt377s,34=_10152t30e6, 4_5=_10137/30ee,st a=aza29!1.t 00, 6_1 6=_122 21 t4osb, a-t=_tii ss;i1 c6, ;_d=oi;s .::::'"-" J:13=:3333i1f];3:,,;i?;!:;;!{,,fiiiiz,tiz'ts=-iiitbii'abi,1\tt2=-3s43t11322,10.11=-35e5/112e1,wEBs Z.i1=.?Yrr'Ett:!l;::Zlf*:#:,;i.rT 874,3-12=-3er2tee',4-12=-26s7tB62B, s-12=-3848t1se2, NOTES 1) 2-pry truss to be connected together with 1 od (0.131 'r3,,) nairs as foilows:Top chords connected as follo-ws: 2 X 4 _ i;;;i-o_g_o o".Eottom chords connected as foilows: 2 X 6 _t;;; at 0_6_0 oc.webs connected as foilows: 2x 4 - 1io*lt o-b]o o", excepimemu er s-11 2x4 _ 1 row at 0_2_0 oc.2) All loads are considered equallv applieJ to "ripiJr, "*""pt ir noteo ai rro;i rFiir uacx-ieiiace in in! r-ono cAsE(s)section' Plv to plv connectiirn-siaie bed p;ofiiJi'to oisiriuute;;y ffi;;:t'"d as (F) or (B), untess othe*ise indicated.3) \flind: AscE 7-05: eOmoh; rcor-=+ zpsi;'6b-ol?epst h=25ft -C;i.'illEip'6i"n"ro."d; MWFRS (row-rise) sabre end;iiffi';tflefj.flr""i riitrt expose-d; 3.0 *'trc;ian'andllsht:xp;it';il bft and risht expdsed; Lumber DoL=1.334) TCLL: ASCE 7-05; Pf=35.0 psf (flat roof snow); Category 1; Exp C; Fuly Exp.; Ct= 15) Unbalanced snow loads have bien.onslo"reij tiiii.,,. o".,gn.t) ]llil'"X}H'r::;Lffi4ffiff"i;:",.ifJ oi'iil 'iloi riuJ ro"-o or r o.o psr or 1 .00 rimes nat roor road or 35.0 psr on7) Thislruss has been designed tor oisic-roai-Jo'mbinations, which incrude cases with reductions for murtipre concurrent rive ll Ail plates are MT20 plates unless otheruvise indicated.v) | nls lruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.]:3-!iii#l'"',,1ffiff:il::l?il:{:k"ndii:fm:li:#'Sffiffi1? "iii,"",'*li"i";;#;i" 3-6-0 ra,, bvtt)ifil'ffffii,nijitfil?:tt"ctionlovotnJrsi"l'irlJiobearinspiaiicapaureofwithstandins 2423tbuptifratjointland )ontinued on page 2 LOADING (psO TCLL 35.0(Roof Snow=35.0) TCDL S.OBCLL o.o * BCDL 8.0 .qEFL in (toc) t/defl Udvert(Ll) -0.24 12-13 >999 360 !ert[t-) -0.41 12-13 >640 reOHorz(TL) 012 7 nla nla PLATES GRIPMT20 220t195MT18H 220t195 Weight: 258 tb FT = Oy. Type ROOF TRUSS s Mar 23 ZOt t mifefNOTESro:nso_enp*yertrslGdffi .fi iF-il;""';r'f,:"il.J#ioror*lil^uv_gotrntsrl1uHenpziz iii FI"^ {:iiiif!X* g3.s:firy*'rs:ot,o"t?il.lli!"t'nar Residentiar code sections Rs02.11.'r and R802.10.2 and rererenced srandard ANs'rpr 1.t +) fiEge rgs2 ^o I 911 e r .co 1 n9!t io. o ""i"Gi sin j ril,.hd'i: i1"-l;Ji;;#i$ii#':',"in:H:ilfff#L!&ji,1fl:?J$:.t3i,?1"?Tffi::"'ed road(s) 3ose rb down and 13Be rb up at14-1-12 on bottom LOAD CASE(S) Standard1) Snow: Lumber Increase=1.15, plate Increase=1.15Uniform Loads (ptf) Vert: 1 -4=_68. 4_g=_69, 1 _1 1 =_59g(F=_5 g2), 7_1 1=_16Concenlrated Loads (lb) Vert: 1 1=-2534(F) Type TRUSS LOADING(psD TCLL 3s.0(Roof Snow=35.0) SPAC|NG 2-O_OPlates Increase 1.15Lumber Increase 1.15Rep Stress Incr NOCode lRC2006tTPt2OO2 16 6x12 = DEFL in (toc) Vert(LL) -0.42 15-16Vert(TL) -0.68 15-16Hoz(TL) O.2B 11 BMCING TOP CHORD BOT CHORD l/defl Ud>846 360>524 180 nla nla csl TC 0.s8 BC 0.80 \ /B 0.86(Matrix) PLATES GRIPMT20 220t195MT18H 220t195 Weight: 301 lb FT = OyoLUMBER TOP CHORD 2X4DF No.1&BrrBOT CHORD 2X 4 DF No.1&Btr *Except* B,3:2X4 DF24OOF 1.BE'\ iEBS 2X4DFStud !!r99turg! wood sheathing direcfly apptied or 3_6_3 oc Durtins.Klglo ceiltng direclly applied or g_7_7 oc bracino. REACTfONS (lb/size) 2=2911t0-5-8, 11=2911t0_S_BMax Hoz2=166(LC S)Max Uptifl2=-1252(LC B), 11=_1256(LC 9)Max Grav2=3754(LC 27), 11=3754(LC 27) |QBC^F_S^ lq) - Maximum Compression/Maximum TensionToP cHoRD 't-2=0t69' 2-3=-7048t228i, ci:-7ii8t?^s9,^!-$.!!!tzug, 5-2s:8374t262s,6-20=-8374t2625, 6-21=-.r0910/3409, t-21=-10910t3409,7-B=-10s1?t.?110, 8-9=-e653/3070, 9-1.0=-12oog/3-8-eb, id_ir'J_a:isarzzao, r_12=ot6eB:r cHoRD ii?;=1131'firse, ft'tg=-iicsniho, tz-ta:-isaaidbi, rcl-tz--l-283e/s1b6, 1b:r6=--iorsresgs , 14-1s=-331et10s26, 13-14=-1ss2t6124,\ /EBs s-19=-278t?99,4-19=-959/2883,5'19=-2340t708,5-18=-29017s2,_5-17=-241t725,6-17=-37s7t1117,6-16=-1g46t43sg,r-16=-423t73, 8'16=-85ot2727,8-15=-893t2sgb, g-ts=-zsosleob, g-i+=-66in6bs,10-14=-1605/5169, 10-13=-2553/803 NOTES 1) 2-ply truss ro be connected togetherwith 1od (0.131,,x3') nairs as foflows:Top chords connected as follows: 2X 4 _ 1 r'oni, aib-s_O oc.Pottom chords connected as follows: 2X n _1 row-ai O_g_O o". P,l,*,:::X*::"?^'-f.1gy:;,?,,I1--,l19y "l gd *,li."fi,",ber 1s_8 2x 4 _ l row at 0_6-0 oc2) Ail ro€ds are;""ff,:fl:::*11 ;j,lJ51l""?l*::r:H[,]',,l"Ej{_!fiiqiq;;"{%)"l",Jll in" .ooo cASE(s),) ilili:lsJJ?*,.'"Jffirj"#Jff ff:i ta"Jf:f;i"lr*:',t*,i "";* f3giri6r^1alii+:d4: ;;3ff$=.13".wind: AscE 7-05; 90mph; TC-DL=42psf; BCDL=4.8pst h=rsft;-c;i ii; Eip'c, J.dr"*d; MWFRS (tow_rise) qabte end ;ij['"ffg[t"j]T."* risht exposed ; end vertical r'et ano rightlip"i"iip"hl'k and risht exposed; Lum-ber DoL=1.33plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pf=35.0 psf (frat roof snow); category il; Exp c; Fuily Exp.; ct= 1, Lu=b0-0-05) Unbalanced snow loads have bden considered foiii,,s oes,gn.6) This truss has been designed for greater oi mln rooi rive roa? ot 16.0 psf or 1 .oo times flat roof load of 35.0 psf on_ overhangs non-concurrent with other live loads.7) Thislruss has been designed for basic load iombinations, which include cases with reductions for multiple concurrent live 9) ?to"jO." adequale drainage to prevent water ponding.9) Ail.plates are MT20 ptates undss othemise iiOi."i"t.1u) Inls truss has been des-igned for a 10'0 psf bottom chord live load nonconcurrent with any other live loads11) " This truss has been deiigned tor a rivlioal o] z6'.opsr on tne o"tt6r i-ndii'in al areas where a rectangle 3-6-0 ta1 by- ?-o-o wide wiil fit betweenlhe bottom chord ino anv btner memolrs. - - - " ta ?#ff,ffifitij:til:ilt"ction (bv otne"ioi ir.Jio oearing piaiiiapabte of withstanding 1252 tb uptift at joint 2 and ") ,tJl:t :'Ltjo't ffii:l;ilL1ff;i'tt." with the 2006 Internationat Residenriat code sections R502. 1 1 .1 and R802.10.2 and Cd}Fillgedgfrr6LegJ'f end with 8-o-o end setback. PB:121457 NOTES ROOF TRUSS 1 I D:ASQ_BnpfryEMsjUEfeUB2fzJANF-bjJBjxcbnuzv6Hyd 15) Hange(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) gg4 lb down and 2g5 lb up at 22-0_0, and gg4 lb downand 285 lb up at 8-0-0 on bottom cnoid. the deiign/selection orsuii-clrinection oevicels) is the responsibitity of others. LOAD CASE(S) Standard1) Snow: Lumber Increase=1.15, plate Increase=1..15Uniform Loads (plf) Vert: 1-4=-69' 4-8=-34(F=34), 8-12=-69, 2-'19=-16,17-19=-167(F=-151),16-17=-167(F=-.151), 15-16=-167(F= -15,1),,14-15=-16, 13-14=-16, 11_13=_1Concentrated Loads (lb) Vert: 1 9=-732(F) 1 i=_7 32(F) 10 5x6 WB: SPAC|NG 2-O_OPlates Increase 1.15Lumber Increase 1.15Rep Stress Incr NOCode lRC2006tTpt2OO2 DEFL in (toc) t/defl UdVert(LL) -0.26 8-9 >999 360Vert(TL) -0.42 9-11 >843 1BOHorz(TL) 0.14 6 nla nrla PLATES GRIP MT20 220t195 Weight: 265 lb FT = Oo/o LOADING (psO TCLL 35.0(Roof Snow=35.0) TCDL 8.0 BCLL 0.0 - BCDL 8.0 LUMBER TOP CHORD 2X 4 DF No.1&BrrBOT CHORD 2X4DF No.1&BtrWEBS 2X4DFStud OTHERS 2X4DFStud csl TC 0.86 BC 0.82 wB 0.38(Matrix) :llifi::",wood sheathins direcfly apptied or 3_e_10 oc Rigid ceiling direcfly applied or g-44 oc bracing. REACTIONS (tb/size) 1=3059/Mechanical, 6=2846/0_5_8Max Hoz 1=_183(LC 9)Max Uptift1=-1283(LC g), 6=_1221(LC 9\Max Grav.t =38 4B(LC 27), 6=3678(LC 2i) |9EC^F-S^ _(q) - Maximum Compression/Maximum TensronToP cHoRD 1-2=-7206t2?qs' z-s=-66g6ji lzs, ili't=-tzs3t243o, 4-14=-77s6,,430, 4-1-s=-ra62r2474, s-1s=-78s9r2474, s-6=-21s2r2260, 6-7=0/69Bor cHoRD 1-13=-2031/63tt, tz-ts=-iosit6b;1' rtz=-laiarsd';, i-t-i-zt1itgo73, saGTliiiiois, a-g=-rer sro262, 6-8=-1e38/6314\ /EBs 2-13='2e7t753, z-'tz=-toa8tsoii,i-12=-5ss11^15, s-li=!7aifi)as, +ti:-:adui6, q--6=-t1\'p72,5-9=-661t2101, 5-8=-555/1510NOTES BRACING TOP CHORD BOT CHORD 1) 2-ply truss to be connected together with 1 od (0.131 "x3,,) nairs as follows:Top chords connected as follo:ws: 2 x a _ r roriiaib_s_o o".Fottom chords connected as follows: 2X a _-1"riw-at O-9_O oc._ Webs connected as follows: 2X 4 _ l row at O_S_6'oc.2) All loads are considered equally applied toiripiie-s].rcept.if noted as fronr (D or bacl< (B) face in the LoAD cASE(s)section Ply to plv connections hav6 been proriio-o'to opirio_q9 o_nrv 6lir r'ii"a as (F) or (B), unless otherwise indicated.3) \Mnd:ASCE 7'05; 90mph; TcDL=4.2psf; ecdi?apst n=zsrt bai. r'ilEip'dl"n"r9.ed; MVvFRs (tow-rise; gabre end;ii[';ilBefj.fiu"" risht exposeci ; ena verticiit'en'anolghi;;;il";il 6ft and ;is1;iii-pd*i'i*oer DoL=1.33 4) TCLL: ASCE 7-05; Pf=35.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct= 1, Lu=50-0_05) Unbatanced snow toads have bien con.lO"ied foiii,, o".,gn.t)U:il:X}h',.'T;1"::':Affii'1o;fl5ifjiiJ:I;"i'ivJroa"o ot16.0 psror l.00rimes nat roorroad or35.0 psron 4 [::J:"t has been designed for basic toao-comoinations, which inctude cases with reductions for multiple concu'ent tive !) !19viae adequate drainage to prevent water pondino9) This truss has been desiqned ior a 1O o o"iri"li"- ii?llff;,'Ji;$3"T:j.":*ij:?.,"drp,i:i*rgl^Elgg lyq,!"qo nonconcurrent with any other rive roads,q;Iiffin Jffiff:il::;,?il:il1;1'HJff: Jio tipii.#id!"i,,-til',i"Jffi'il:ll':i"X3'-Tlii "?illfiii" 3_6_0 ra,, by2-0-0 wide wil fit betweenirre ootrom "h;d;;,i;;;;ii"";#ffi;;11) Referlo girde(s) fortruss to truss "onnectirnJ. - ' 12) Provide mechanical connection fov oilreiii oliiuss to bearing plate capabte of withstanding1221 lb uplift at joint 6.1283 lb uplift at joint 1 and 13) This truss is designed in accordance with the 2006 International Residential code sections R502.11.1 and R802.10.2 andreferenced standard ANSI/Tpl 1.14) Girder carries h.ip end with.8-0-0 right side setback, 0-0-0 left side setback, and 8-o-o end setback.'15) Hange(s) or other connection d.evge(s) shall be piovideo sumcieniio irpbortion."ntrated toad(s) 884 tb down and 285lb up at 22-0-0 on bottom chord. The design/selbction of such conneaion oevicels; is ttle ieipo|iioitity'6r otn"r.. JOD I D :A SQ_B n pfryE MsjUEf e U B2fzJAN e_s"t"ri,Hi ovii ridip rii P8121457 russ c1A LOAD CASE(S) Standard1) Snorrv: Lumb6r Increase=1.15, plate Increase=l.15Uniform Loads (ptf) ""n.".,Yj,10ri3"ffi.0,,3-s=_34(F=34),5_7=_68, 1_8=_167(F=_.t51),6_8=-.t6 Vert:8=_732(F) I^ 6.00 12 Plates Increase 1.15 Lumber lncrease 1.15 Rep Stress Incr YESCode lRC2006lTPl20O2 DEFL in (loc) t/defl UdVert(LL) -0.2813-14 >999 360Vert(TL) -O.4513-14 >788 180Hoz(TL) 0.23 10 nta nta PLATES GRIP MT20 220t195 Weight: 152 lb FT = 0% LUMBER TOP CHORD 2X4DF No.1&Btr BOT CHORD 2X4DF No.1&BtrWEBS 2X 4 DF Stud REACTfONS (lb/size) 2=1337t0-E-8, .tO=1337/0-5-8 Max Hoz2=-90(LC 9) BRACING TOP CHORD Skuctural wood sheathing direcfly applied or 2_5-4 oc purlins.BOT CHORD Rigid ceiling direcily applied or 5-'6-Z bc bracing.WEBS 1 Row at midpt B-14'ek that Stabilizers and required cros-bracing be installed during truss erection, in accordanceStabilizer Max Uptifi2=-661(LC 8), 10=-661(LC 9)Max Grav2=2079(LC 27), 10=2079(LC 27) FORCES (lb) - Maximum Compression/Maximum TensionTOP CHORD 1-2=0169, 2-3=-3342t1017 ,3-4=-2575t999, 4-18=-2175t847, S-18=-2iBOtB47 , S-19=-313'U1039,O-tg=-31s-111939,6--7=-27121996,7-8=-3216/1067,8-9=-5677t1784,9-10=-3395/i0SS,irj-ir=OlOg BoT CHORD z-tz=-|szt?.918,_16-17=-789t2639, 15-16=-857t28s6, M:1G-siAOwtzO,, tSa-q;iiigh6iSi,1 2-1 3=-884t 2986, 1 0-1 Z=-848t2843WEBS 3-17=-751t??!, 4-17=-285t618, 5-17=-919t?97,5--16=-1206t338, 5-15=-328 t1097,6-18=-118t293,6-14=-6941227,7-14=-3561989,8-14=-22731711,8-13=-367ti11b,9-13=-7ootn84:g-a2=-iioolgoo NOTES 1) \Mnd: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.8ps-f; tr=!!fi; Cat. ll; Exp C; enctosed; MWFRS (low-rise) gabte endzone; cantilever left and right exposed ; end vertical I'eft and rignt expoieo; poictr teft and rignt "rpd;d; iumber DoL=1.33plate grip DOL=1.33 f) rcl! ASCE 7-05; Pf=35.0 psf (flat roof snow); category il; Exp c; Fuily Exp.; ct= 1, Lu=50-0-03) Unbalanced snow loads have been considereij for this d'esign.'4) This truss has been designed for greater of min roof live loai of 16.0 psf or 1 .00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent liveloads. 6) Provide adequate drainage to prevent water ponding.7) This truss has been designed for a 1o.o psf bottom 6hord live load nonconcurrent with any other live loads.8) * This truss has been designed for a live load of 2o.Opsf on tne uottom ltroiJ in arr areai iun"r" " r""t"nii" s-o-o t"rr oy2-0-0 wide will fit between the bottom chord and any other members.9) Provide mechanical connection (by others) of trussio bearing plate capable of withstanding 661 lb uplift at joint 2 and 661lb uplift at joint 10.10) This truss is designed in accordance with the 2006 International Residential Code sections RSO2.1 1 .1 and RgO2.1O.2 andreferenced standard ANSI/TP| 1. LOAD CASE(S) Standard Truss c2A ype ROOF TRUSS 7.250 sMat2g ek ID:ASQ_BnpfryEMsjUEfeUB2fzJANF-UUZiy LOADING(psD TCLL 35.0(Roof Snow=35.0) TCDL 8.0BCLL o.o * DEFL in (toc) t/deflVert(LL) 0.24 1-11 >999Vert(TL) -0.40 1-11 >898 Hoz(TL) 0.11 7 nta Ud 360 180 nla . 10_0-0 SPAC|NG 2_O-OPlates Increase 1.,1sLumber Increase 1.15Rep Stress Incr yES Code lRC2006tTpt2OO2 PLATES GRIPMT20 220t195 Weight: 132 lb FT = 0o/oLUMBER TOP CHORD BOT CHORD \A/EBS 2X4DF No.1&Btr 2X4DF No.1&Btr 2X4DFStud BRACING TOP CHORD BOT CHORD illlfi::ra'wood sheathins directlv applied or 3-0-'14 oc 5-13=-2189/856, 5-6=-2603/919, 6_7=_3366/1026. 6-9=-7441222 REACTIONS (b/size) 1=1250/Mechanical, 7=134210_5_8Max Hoz 1=-92(LC 9)Max Uptiftl=_597(LC 8), 7=_663(LC 9)Max Grav 1 = 1 890(LC 27), 7 =zOBg(Li 27) !9!C^F-S^ _(!) - Maximum Compression/Maximum TensionroP cHoRD l_3=,;:r33",|0u1,n=-t63'isbi.,'s-ii=-zzoo&66,4_12=_2205t866,4_13=_2,te4t856,BOT CHORD 't-11=-932t?915, 10_11=_785t2650, 9_.t 0=_785 t2650, T_9=_823t2838\ /EBS 2-11=-8o5t242, s"fi=-zglrus,il]i=-62g1161, 4-9=-638/186 , s-9=-289t642, NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=4.vvrnq: ADr,/tr /-uc; gumph; TCDL=4.2psf; BCDL=4.gpsf;_h,=,2gftj ,Cat ll; Exp C; enclosed; M\A/FRS (low_rise) qable end:ijE'"trtll3Y"j.l"L"to right exposeci ; dnd vertic;iEfi and right exposed; porch tefi and riqhr exDosed: Lumtc, nor lplate grip DOL=1-33- - "r-r v'rrvvvv ' v' 'w Yer lreqr Ert arru trgnl exposeo; porch left and right exposed; Lumber DOL=1 .332) TCLL: ASCE 7-05; Pf=35.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Cf= 1 , Lu=50_0_0?l yl,lli::fl^:1.:p19:,l3ye oien consiol,ed riiii,. o",,s n..)lH;:XeXX.,T""Lff:flffiX{"if::,X,:iijif ';"i'ri"d"d.",iirro.o psto,.l.ootimes nar roof road of 35.0psf onoverhangs non-concurreit with otier riue roaoi.u) [::J:"t has been designed for basic toao-comoinarions, which include cases with reductions for multiple concurrent tivelOadS. "e' v''rrvrr rrleruuE uases wlln reOUCllOnS f6f multiple 9lffli9.:jdp-qfare drainase to prevent warer pondins. 6if +f,:'ti::Ji::i::".::,:,:::.1T:l|ig^?:f"-tl".ll:!9jd rive road nonconcurrent with any other 1ve roads');.1:b'-;1::.J,ffiff:#Hlil:i:.,ffi'ffiJ*illj::f:ij";ljli?iiffiH',,i1,:iHY#F:"'.:"Jff3i; ..u_0,",, o,2-0-0 wide wil fir betweenihe uotrom cnoiJa;;;;iie"i#ffi:i[] lllgter 19 girde(s) for truss to rruss "onn".iinr. -' '' t t) itfiit#i":hanical connection rov oineisl oi truss to bearing ptate capabte of withstanding 597 tb uptifi at joint 1 and 663t ') IJI:S :'#ff0':-51:i;illriffirdance with the 2006 International Residential code sections R502.1 1 .1 and R802.1 0.2 and LOAD CASE(S) Standard Rigid ceiling direcfly applied or 6_9_6 oc bracing. #8---*# 6x6 : Plates Increase 1.1SLumber Increase 1.15Rep Stress Incr yES Code lRC2006ftpt2}O2 DEFL in (toc) t/deflVert(LL) -0.19 10-12 >999Vert(TL) -0.30 1O-12 >999Hoz(TL) 0.13 Z nta Ud 360 180 nla PLATES GRIPMT20 220t195 Weight: 140 lb FT = 0%LUMBER TOP CHORD 2X 4 DF No.1&BtrBOT CHORD 2X 4 DF No.1&Btr\ /EBS 2X 4 DF Stud *Except* W4..2X4 DF No.1&Btr REACTfONS (tb/size) 2=1374t0-S_8, 7=1365/0_5-8Max Hoz2=-93(LC 9)Max Uptift2=_674(LO 8), 7=_674(LC 9)Max Grav2=2305(LC 27), 7=2305(Li 27) Structural wood sheathing direcfly applied or 2_g_1 oc purlinsRigid ceiling direcfly apptied or AJS_i)oc Oiacino.' -' "r Kow at midpt 4_1O BRACING TOP CHORD BOT CHORD VVEBS crossaccordance IQ|C-F,S_ 1l!) - Maximum Compression/Maximum Tension l:: ::::: i-17!32:r3r11tE:f,l}f::,:riZ;1,U;i.rilt%g 3-18=-2738t828,4-1i=-24i1t847,4.s=.2257t801, 5-16=-24s2t847,6-16=-273el828,BorcHoRD z-t3=-$at?!ez,iz-ts=-sii/ii61i|z-rc=-a1sr2256,1'r-18=-61st,2!s6..\o;1.1_=-6,tst22s6,e-10=-841l31e6,7-e=-841l31e6wEBs 3-13=-88t220,3:12=-1005/36 o,'i-iiJ-zurct9;;-1G-ii6/31s] !'-r o=-z+sro1e, 6-10=-106'3/360, 6-e=-88/21eNOTES 1) \rVind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.8.ps-f; h=25ft Cat. ll; Exp C; enclosed; M\ /FRS (tow_rise) gabte endzone; cantilever left and right exposecj ; eno verttjiiet ano righi;;;"Tip;i; bft and right exposed; Lumber DoL=1.33plate grip DOL=1.332) TCLL: ASCE 7-05; Pf=35.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct= 1, Lu=59_O_O3) Unbatanced snow toads nave uien.onriaLofi 6iii,, o".,on.:lyl,:ii?::f:l.Il":f ,l:y:gF";,sid+6toiir,"rs j!!i'gilo) Il5,1'.XAXX',T""X.||;flffii{TS:;15: fljf ;"i'il"d'i or 16.0 psr or 1.00 times nat roor road or 35.0 psr onoverhangs non-concureit with otier five foaOs5) Thislruss has been designed ror uasii toao-cJmbinations, which include cases with reductions for multiple concunent live 9l lfli9.:^1d:-q$!e_ d rq i n qs e ro p reve n t wate r po n d i ns./) | nls lruss has been designed for a 10.0 psf liottom ihord live load nonconcurrent with any other live loads.8) . This truss has been dejigned ror a riu"io"i oilij.opsr on in"-b,;ft"r ;ffi'fiarr areas ilneiJ;.;fiil 3-6-0 ta, by2-0-0 wide wir fit betweenlne oortom crro;d ;il;;; brher memberJ, ,itii eiilr = 8.0psf.') frtiliiiiii:hanical connectlon (uv otnirsi; i.;;i" uelring piaie ;p"or!-oi*rt.t"ndins 674 rb uprift at joinr 2 and 674t o) IJI:S:"'so':,x?::i;iilritrsrdance with the 2006 International Residentiat code secrions Rs02..t1.1 and R802.10.2 and LOAD CASE(S) Standard MiTek recommends t6EEiabilEers and reqbracing be installed during truss erection, iri ROOF TRUSS s Mar 23 2011 MiTek I D:AsQ-BnpfxyEMsjuEfeUB2fzJANF-u3E,E}Lh_72svRL?zo_DjHHmc rcRn6tioT 6-3-4 6-3-4 LOADING(psO TCLL 35.0(Roof Snow=35.0) TCDL BCLL 8.0 0.0 * LUMBER TOP CHORD 2X4DF No.1&BtrBOT CHORD 2X4DF No.1&BtrWEBS 2X4DF Stud *Except. W4:2X4 DF No.1&Btr REACTIONS (tb/size) 1=l2BZtMechanicat, 6=1371/0_5_8Max Hoz 1=_105(LC 9)Max Uptift1=-610(LC 8), 6=_676(LC 9)Max Grav 1 =21 1 S(LC 27), 6=23is(LC 27) Structural wood sheathing direcily applied or 2_5-6 oc purlinsKlgfo celttng direcily applied or 6_7_12 oc bracino.1 Row at midpt 3-g BRACING TOP CHORD BOT CHORD WEBS |9BC^F_S_ llb) - Maximum Compression/Maximum Tension l:: ""o*o 113=:33!311313; 3:13.,33di t7oss, z-tt=-2772ts40,3-14=-2485t85e,3-4=-2277t80s, 4-1s=-2442t8s2, 5-15=-2762/833, 5-16=-3632/106e,Bor cHoRD 1-12=-96413-286,11-12=-96413286, 11-17=$2412284, 1o-17=-624t22u,9-10=-624t2284, B-9=-84s13215, 6-8=-84513215wEBs 2-12='96t224,2-11='11ssig$i,i-11'=-26a16a7, i+:-'sialibe,-4-l=-2451627, s-9=-1061/i60,5-8=-88/219 NOTES 1) v/ind: ASCE 7-05; 90mph; TCDL=4.2psf; BcDL=4.8pgl; h=25ft; cat. lr; Exp c; enclosed; MWFR5 (low-rise) gabte endzone; cantilever left and right exposed ; end vertical iit anol,ghieiJi-i,"0;;* left and right exposed; Lumber DoL=1.33plate grip DOL=1.332) TCLL: ASCE 7-05; Pf=35.0 psf (flat roof snow); Category ll; Exp C; Fuly Exp.; Ct= 1, Lu=50_0_03) Unbalanced snow loads have bden consioerel'foiiiris a'eslgn.4) This truss has been designed for greater of min |.ooi tiu" loa'd of i 6.0 psf or 1 .00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concu'ent liveloads. 9) lfgvide adequate drainage to prevent water ponding.7) This truss has been designed for a 10.0 psr doiiom inord live load nonconcurrent with any other lpe loads.8) - This truss has been deJigned for a live'load ti lo.dpsr on tne oottom cnoiJ'iriail areas w#r" a ,"ct;;db 3-6-0 ta' by2-0-0 wide wirr fit between the bottom chord ina anv ottrer members, with BCDL = g.Opsf.9) Refer to girde(s) for truss to truss connections.10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 610 lb uplift at joint 1 and 676lb uplift at joint 6.1 1) This truss is designed in accordance with the 2006 International Residential code sections R502.1 1 .1 and R802.10.2 andreferenced standard ANSI/TP| 1. SPAC|NG 2-O-OPlates Increase 1.15Lumber Increase 1.15Rep Stress Incr yES Code lRC2006npn}O2 DEFL in (toc) t/defl UdVert(LL) -0.19 9-11 >999 360Vert(TL) -0.31 9-1 1 >999 .tBO Hoz(TL) 0.13 6 nta nta PLATES GRIPMT20 220t195 Weight: 138 lb FT = Oyo LOAD CASE(S) Standard Truss ROOF TRUSS Plates Increase 1.15Lumber Increase .1.15 Rep Stress Incr yES Code lRC2006ftptz}Oz DEFL in (toc) t/deflVert(LL) -0.24 B-9 >999Vert(TL) -0.36 B-9 >997 Hoz(TL) 0.14 8 n/a Ud 360 180 nla PLATES GRIP MT20 220t195 Weight: 144 lb FT = O%LUMBER TOP CHORD 2 X 4 DF No. 1&Btr *Except* T3,T4:2 X 4 DF 2400F 1.8EBOT CHORD 2X4DF No.1&BtrWEBS 2X 4 DF Stud *Except" \M,W6: 2X4DF No.1&Btr REACTfONS (lb/size) 8=,t246t0-S-8, 2=1339/0_5-8MaxHorz2=117(LC 8)Max Uplift8=-620(Lc 9), 2=-687(LC 8)Max Grav8=2332(LC 27), 2=2SiS(LC 2t) Itrylyqt wood sheathing direcfly apptied or 2_2_0 oc purtins.Klgn cetrtng direcfly applied or 2_2_O oc bracino.1 Row at midpt 7_11 BRACING TOP CHORD BOT CHORD WEBS |Q!C^F_S^ _(Q) - Maximum Compression/Maximum Tension :::::::: i-?;!32a3;it;1??)!2fr;ii;;t,i:j{::Zl;s-'t5=-2s36n67,4-15=-2863t268,4-s=-2687t78e, 5-6=-2406/75e, 6-,6=-28ee,7e3,Bor cHoRD 2-13='s52t22!t, tz,'ts=-ssitsiii',it-tz=-sgii.tztoo, 'to-t't=-Bz7t3sr2,9-10=-877t3s72,8-9=-877t3st2\ /EBs 3-13=-114t277,3-12=-12$Asi,slaz=-zazrcai,s-ii=-siiui6,'a-tt=-zzgrcB4,7-11=-1b1w462,7-9=-.r19t277 NOTES 1) Wind: ASCE 7-05; gOmph; TCDL=4.2psf; BCDL=4.gpsf; h=25ft; Cat. ll; Exp C; enctosed; MWFRS (low-rise) gabte end ;ii[,;ilBAl"j.l-"j."* risht exposeci ; end verticar iir'"na-'.bhi"t;"Tip;ffi bft il ;;;i"i-pJ!ljl,'irloer DoL=1.33 2) TCLL: ASCE 7-05; Pf=35.0 psf (ftat roof snow); Category ll; Exp C; Fully Exp.; Ct= 1, Lu=50_0_03) Unbalanced snow loads have bien "onsiO"red toiii,s oestgn.t) Il:?'*'r'.iX'.T;Lffr:fli;il"j,fl:?iF: iJ# ;"i rive ioa-o ot 16 0 psr or 1.00 times nat roor road or 35.0 psr on 5) Thislruss has been designed for basic toao Combinations, which include cases with reductions for multiple concurrent live 9) llgu,.O" adequate drainage to prevent water ponding.7) This truss has been designed ior a 10.0 psf doiiom itrord live load nonconcurrent w1h any other live loads. :]?-Hffi:'"'"}i?ff:il:H?ffiil",H HJff:ij?fm";ljht*f'liiii'i'i"rr ",""j iur'"iJ" '.ilili; 3-6-0 ta,, byt) fl'ilitjli":hanical connection (bv otherJf oi i*Jr io oeiring ptale Lpable of withstandins 620 tb uptift ar joint 8 and 687'o) IJ}:":"'ffJ:,xii:i;iilr1ff3i't.* with the 2006 Intemationar Residentiar code sections R502..r1.1 and R802.10.2 and LOAD CASE(S) Standard P8121457 Type ROOF TRUSS .250 s Mar 23 , Inc. Wed Feb 4 LOADING (psf) TCLL 35.0(Roof Snow=35.0) TCDL 8.0 BCLL 0.0 * FORCES (tb) TOP CHORD BOT CHORD WEBS NOTES SPAC|NG 2-0-o Plates Increase 1.15 Lumber lncrease 1.15Rep Stress Incr YESCode lRC2006lTPl2002 DEFL inVert(LL) 0.36 Vert(TL) -0.51 Hoz(TL) 0.09 (loc) l/defl Ud1-11 >997 3601-11 >695 180 7 nla nla cslTC 0.7s BC 0.70wB 0.55(Matrix)BCDL LUMBER TOP CHORD 2X 4 DF No.1&BtrBOT CHORD 2X 4 DF No.1&BtrWEBS 2X 4DF No.1&Btr *Exceot* W2,W4: 2X4DFStud REACTIONS BRACING TOP CHORD BOT CHORD !!ry9turgl wood sheathing direcfly apptied or 3-0-5 oc purtins.Klgro celltng direcily applied or 6_5_12 oc bracing. recommends and cross in accordance (lb/size) 1=1319/Mechanical, 7=141210-5-8Mao<Hotz1=-124(LC 9)Max Upliftl=-627(LC 8), 7=-693(LC 9)Max Grav1='f 508(LC 2), 7=1625(LC2) - Maximum Compression/Maximum Tension1-2=-270111052' 2'3=-23584A23,_3-4=-219611048, 4-12=-2177t't034, 5-12=-2280t1011, 5-6=-2323t100g, 6-7=-2676t1037 , 7-8=Ol4O1-11=-938t232t, 11-13=-49?t1.5??, 1.0:19-!sgt1523, to-tt=-+i,s,st1sbs, s4l-J6,sr1523,7_e=-807t22584-9=47 61908, 6-9=-699/309, 4- 1 1 =-493/963, 2-1 1 =-7 46 t320 1) Wind: ASC-E 7-05; 90mph; TcDL=4.2psf; BCDL=4.8ps_f; h=39fij Cat. tt; Exp C; enctosed; MWFRS (tow-rise) gabte endzone; cantilever left and right exposed ; end vertical ieft'and right expoieai poicn pnlrui risirii "ipd'.dl; ir-roer DoL=1.33plate grip DOL=1.33 ?) IC!r, ASCE 7-05; Pf=35.0 psf (flat roof snow); gategory il; Exp C; Fuily Exp.; Ct= .l 3) Unbalanced snow loads have been considerel for this disign. ' 4) This truss has been designed for greater of min roof live loa-d of 16.0 psf or 1.00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concunent liveloads. 6) Tlis.truss has been dcsigned fo-r a 10.0 psf bottom chord live load nonconcurrent with any other live loads.7) * This truss has been designed for a live load of 20.0psf on tne Oottom cfroiJ'iriall areas where a rectangle 3-6-0 tall by2-0-0 wide wilt fit between the bottom chord and any bther memoeri, wittr acb'L = a.opst.8) Refer to girde(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 627 lb uplift at joint .l and 6g3lb uplifi at joint 7. 10) This truss is designed in accordance with the 2006 International Residential code sections R502.1 1 .1 and R802.10.2 andreferenced standard ANSI/TP| 1. - LOAD CASE(S) Standard PLATES GRIP MT20 220t195 Weight: 123 lb FT = 0% bracing be installed during truss erection,with Stabilizer lnstallation orride MONO lD:ASQ_BnpfryEMsjUEfeUB2fzJANF-qSMbc0jEtr6dhf BL LOADING (psf) TCLL 35.0(Roof Snow=35.0) TCDL 8.0BCLL o.o * BCDL 8.0 PLATES GRIP MT20 220t195 Weight: 35 lb FT = Oyo SPAC|NG 2_O_OPlates Increase 1.15Lumber Increase 1.15Rep Stress Incr yES Code lRC2006tTpt2OO2 DEFL inVert(LL) 0.'t8Vert(TL) -0.35 Hoz(TL) 0.00 (loc) l/defl Ud2-5 >512 3602-5 >264 1805 n/a nla LUMBER TOP CHORD 2X4DF No.1&BtrBOT CHORD 2X4DF No.1&Brr\/EBS 2X4DFStuo REACTfONS (tblsize) 2=418t0-5-8, 5=315/0-5_8MaxHon2=178(LC 7)Max Uplifi2=-226(Lo B), 5=_1 91 (LC 8)Max Grav2=541(LC 13), 5=470(LC 13) |9IC-Fp_ Iq) - Maximum Compression/Maximum Tension I93 qlg1p 1 -2=ot 40, z _s=_sst r t,ii g, s_i=lzil{s)," t_s=_ft2 rssBOT CHORD 2-S=-140t422 :jlllylllg"gsheathins direcfly apptied or 6_0_0 oc purtins,except end verticals. Rigid ceiling direcily applied or 10_0_0 oc bracing. ek recommends and required cross Pi,jtl"tL:o,gylins truss erecrion, in accordance BRACING TOP CHORD BOT CHORD WEBS NOTES 3-5=48112O5 1) vfind: ASCE 7-05; 90mph; TCDL=4.2psf; BcDL=4.p.ps^f; h=25ft; cat. il; Exp c; enctosed; MWFRS (tow-rise) gabte end ;ij[';iltJ[t"j,llj."* risht exposeci ; ena verticlt r'et'ano..ighi;;ol"-iipli.n reft and risht expdsed; Lumber DoL=1.332) TCLL: ASCE 7-05; Pf=35.0 psf (ftat roof snow); Category fl; Exp C; Fuly Exp.; ef= 13) unbatanced snow toads.have oien consiobief; tiiin,. o".,gn. i] ,l5'H}RXTilffiflffiilo;fl:?iteior 'i' ''lioi ri"e iJai or 16'0 psr or 1.oo times nat roor road or 35.0 psr on 5) Thislruss has been designed for basic toaa comuinations, which include cases with reductions for multiple concurrent live6) This truss has been designed fo-r a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :3-!li:,,[':',1ffiff:il:H?ffii:il1'HJ:;iii?figi*hg;, 'li'iiJ'i'i.rr "'.e.i,ir'"iJa ^ilfti" 3-6.0 ta,, byt) fitilif jii:hanical connection (bv ou'"rlioi iruil'to oearins piaieLpaole of withstandins 226 tb uptift at joint 2 and 1e1t) IJI:S:t#;tJt,*::rTilLffi?rdance with the 2006 Internationat Residentiat code secrions R502.11..t and R802..r0.2 and LOAD CASE(S) Standard LOADING(psO TCLL 35.0(Roof Snow=35.0) TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD 2X 4DF No.1&Btr BOT CHORD 2X4DF No.1&BtrWEBS 2X4DFStud REACTIONS FORGES (tb) TOP CHORD BOT CHORD WEBS NOTES iI1- BRACING TOP CHORD Structural wood. sh.eathing direcfly applied or 6_0_0 oc purlins,except end verticals. BOT CHORD Rigid ceiling directly applied or 10-O-0 oc bracing (lb/size) 6=31S/Mechanical, 2=418/0-5-8 Max Hoz2=184(LC7) Max Uplift6=-194(LO 8), 2=-223(Le B)Max Grav6=470(LC 13), 2=541(LC 13) - Maximum Compression/Maximum Tension \-Z=O!!Q,7,1=:.6411'190,3-9=-819/291, 4-9=-742t296,4-5=-98/55,5-6=_161/452-8=-2521 502, 7-8=-260/539, 6-7 =-281 t6BB3-8=-204187, 3-7 =-791241, 4-7 =-1 45t264, 4-6=-7 441838 1) Wind: ASCE 7'05; 90mph; TCDL=4.2psf; BcDL=4.8.ps-f; h=?gfrj Cat. lt; Exp C; enctosed; MWFRS (tow-rise) gabte endzone; cantilever left and right exposed ; end vertical left and right expoieo; poicn et and rijnt exp.jseo;'iJmoer DoL=1.33plate grip DOL=1.33 ?) F!r, ASCE 7-05; Pf=35.0 psf (ftat roof snow); Category il; Exp C; Fuily Exp.; Ct= 13) Unbalanced snow loads have been considered for this d-esign. ' 4) This truss has been designed ror greater of min roof live loai of 16.0 psf or 1 .00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concunent liveloads. 6) This.truss has been designed fo-r a 10.0 psf bottom chord live load nonconcurrent with any other live loads.7) * This truss has been designed for a live load of 20.0ps{ on the bottom cnorO in att areas wnere a rlct"nlr" s-O-O tafr Oy2-0-0 wide will fit between the bottom chord and any bther members.8) Refer to girde(s) for truss to truss connections.9) Provide mechanical connection (by others) of lruss to bearing plate capable of withstanding 1g4 lb uplift at joint 6 and223lb uplift at joint 2. 10) This truss is designed in accordance with the 2006 International Residential Code sections Rs02.11.1 and R802.10.2 andreferenced standard ANSI/TPI 1. LOAD CASE(S) Standard SPAC|NG 2-0-oPlates Increase 1.15Lumber Increase 1.15 Rep Stress Incr YES Code lRC2006ftPl2OO2 DEFL in (loc) t/defl UdVert(LL) -0.01 7 >999 360Vert(TL) -0.02 7 >999 180Hoz(TL) 0.01 6 n/a nta PLATES GRIP MT20 220t195 Weight: 39 lb FT = Oo/o MiTek recommends that Stabilizers and required crossbracing be installed during truss erection, in accordance Page 6-114re LOADING (psO TCLL 35.0 (Roof Snow=35.0) SPAC|NG 2-0-o Plates Increase 1.15Lumber Increase 1.15Rep Stress Incr YESCode lRC2006lTPl20O2 DEFL in (loc) t/defl UdVert(LL) nla - nta 999Vert(TL) nlaHoz(TL) 0.00 PLATES GRIP MT20 220t195 Weight: 48 lb FT = 0% 24 //9 x4 tl 7 62.4 1 z4) BRACING TOP CHORD Structural wood sheathing direcily applied or 6-0-0 oc purlins,except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ek recommends that Stabilizers and required crossbracing be installed during truss erection, in accordancewith Stabilizer Installation ouide. LUMBER TOP CHORD 2X4DF No.1&BtrBOT CHORD 2X4DF No.1&Btr WEBS 2X 4DF No.1&Btr OTHERS 2X 4 DF Stud REAcrfoNs (lb/size) 1=5416-'11-4,6=13/6-1 1-4, 9=i71t6-11-4, B=177t6-11-4, 7=131t6-11-4Max Hozl=293(LC 7) Max Uplift1=-124(L!_9),-6=-Jr3(Lp f), s1!!2(Lc 8), 8=_163(LC 8), 7=_107(LC 8)Max Grav1=237(LC7),6=103(LC 6), 9=206(LC 2)', B=229(Li IZi,'Z=ZOZ1IC .tZ\ FORCES (lb) - Maximum Compression/Maximum TenstonToP cHoRD 1-2=-3251199, ?-3=-248t176,3-10=-1671150 ,4-10=-161t,t61 , 4-E=-100t138, 5-6=-103/73BOT CHORD 1 -9=-61 /94, 8-9=-6't/94, 7 -8=-61 tg4. 6-7=-61 t94WEBS 2-9=-1741172,3-8=-.t96/183,4-7=-180t123 NOTES 1) \Mnd: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.8p1f; tr=.2!f! Cat. ll; Exp C; enctosed; MWFRS (tow-rise) gabte endzone; cantilever left and right exposed ; end vertical left and right exposedi poich tefi ana rltnt exp,jseo; r-umoer DoL=1.33plate grip DOL=1.33 2) .Truss de-signed for wind.loads in the plane of the truss g!L!y. For studs exposed to wind (normal to the face), see Standard. !19.r:trv Gglle End Details as applicable, or consult quatifi6d building designer as per RNS;;1et t. 9) IClt, ASCE 7-05; Pf=35.0 psf (flat roof snow); Category il; Exp C; F-uily Eip.; Ct='t4) Unbalanced snow loads have been considered for thi-s d'esign.'5) This truss has been designed for basic load combinations, ihich include cases with reductions for multiple concurrent liveloads. Q) QaUle requires continuous bottom chord bearing.7) Gable studs spaced at 2-0-0 oc.8) This.kuss has been designed fo-r a 10.0 psf bottom chord live load nonconcurrent with any other live loads.9) * This truss has been designed for a live load of 20.0psf on the bottom cnoio in alt areat 'iunlre a r".6gb 3-6-0 tall by2-0-0 wide will fit between the bottom chord and any other members.10) Provide mechanical connection (by others) of trusi to bearing plate capable of withstanding 124 lb uplit at joint 1 , 73 lbqplift at joint 6, 152 lb uptift at joint 9, 163 tb uptift at joint 8 an'o t oz tb uptift at ioint 7.11) This truss is designed in accordance with the 2006 lhtemational ResidentialCbde sections R502.11.,,| and R802.10.2 andreferenced standard ANSI/TPI 1. LOAD CASE(S) Standard ROOF TRUSS (oc) Udefl Ud9-10 >999 3609-10 >999 1808 nla nla 12mKc1lBHC7 crossin accordance ----#_-r 3x5 I SPAC|NG 2_O_OPlates lncrease .1.15 Lumber Increase 1.15Rep Stress Incr NOCode fRC2006tTpt2OO2 DEFL Vert(LL) Vert(TL) Hoz(TL) In-0.03 -0.05 0.02 LUMBER TOP CHORD BOT CHORD WEBS 2X4DF No.1&Btr2X4DF No.1&Btr 2X4DFStud BRACING TOP CHORD BOT CHORD Structural wood sheathino direcily applied or S_g_1 oc purlins,except end verticals. @ or9-7-4ocbracing. REACTfONS (lb/size) 8=891/Mechanicat, 2=547tO_7-12Max Horz2=267(LC Z)Max Uptift8=,432(LC B), 2:_2B1,IC 6\Max GravB=1229(LC i3), z=zr s(LCi gl |QBC_ES (lb) - Maximum Compression/Maximum Tension ;[!FISRB )-li=:"!e,jii:yif**;:Ey:::i=W12??!i?[,t ,=-878,231,4-s=-183t84,5-6=-25l0, i-8=.44e,181\/EBS 3-10=47t121,e-s=_slgrier,'ilsl_-e#oa, 4_8=_1110t430 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=4.2pst BCDL=4.8.p1f; h=25ft; Cat. il; Exp C; enctosed; MWFRS (tow_rise) gabte end;ij['nfftJ[l"j,ff."" risht exposecl ; dno verticairlii'"rollghi""pJit'pltrr reft and risht exposed; Lumber DoL=1.332) TCLL: ASCE 7-05; pf=35.0 psf (flat roof snow); Category l; Exp C; Fully Exp.; e1= 13) Unbalanced snow toads.have uien consioered riiin,. o".,gn. :] ffi:xaRxT""l"ff;flffiffT,fl:",'X9 "r 'ii' 'ooi ri"" ro"i or r o.o psf or 1 .00 times nat roof road of 35.0 psf onu) [::J',"t has been designed ror oasii roao-JJmbinations, which inctude cases with reductions for mu1ip6 concurrent tive6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.:3-UfilE:',iiii3:ilgH?il:tllll,l':ii*liii::finiljhg$'iiliJil";i';,;"; i,nd;i",1*tliii" a-o-o t, ov !) feter Jo girde(s) for rruss ro trusJ connectLis] -' ', " ittiliTilj?:henical connection (by others) of truss to bearing plare capabte of wilhstanding 437 lb uptiff ar joint 8 and 281'o) ll:t:tt;to't gitJ:i;iilr1ff3i'f.." with the 2006 Internationat Residentiat code sections Rs02.11.1 and R802.10.2 and11) In the LoAD cAsE(s) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard1) Snow: Lumber lncrease=1.15, plate Increase=1.15Uniform Loads (plf) Vert: 1-1.1=-6g csl TC 0.51BC 0.25 wB 0.40(Matrix) LOADING(psO TCLL 35.0(Roof Snow=35.0)TCDL 8.0BCLL o.o * PLATES GRIPMT20 220t195 Weight: 54 lb FT = e% Mr teK recommends that Stabilizers and rbf.'Ig be. installed during truss erection, Continued on page 2 7.250 s Mar 23 201 1 MiTek Industries, Inc. Wed Feb 22 1g:10i14 2012I D;ASQ_BnpfxyEMsjUEfQUB2fzJANF-nqULOikU BGMLwztkdq tf S7)(wEpy1 2mKc.t tBl LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert:11=0(F=34, B=34)-to-5=-188(F=-60, 8=-60),5=-188(F=-60, B=-60){o-6=-193(F=-62,8=-62),2=-1(F=7,B=7)-to-7=-45(F=-15, B=-15) Type ROOF TRUSS .250 s 201 1 MiTek x4 2-9-'t5 DEFL inVert(LL) -0.08 Vert(TL) -0,13 Hoz(TL) 0.04 BRAClNG TOP CHORD BOT CHORD (loc) l/defl Ud 9 >999 360 8-9 >976 180 8 n/a nla LUMBER TOP CHORD 2X4DF No.1&BtrBOT CHORD 2X 4 DF No.i&Brr\/EBS 2X4DFStud REACTIONS (lb/size) 2=E47tO-7-12, 8=8g1/MechanicalMaxHorz2=290(LC 6)Max Uptifi2=_264(LO 6), 8=_453(LC 6)Max Grav2=7 19(LC 13), 8=1229(LC i3) Structural wood sheathing direcfly applied or 3_9-13 ocpurlins. Rigid ceiling direcily applied or 7-4-l oc bracing. l9!C-F9_ _(!) - Maximum Compression/Maximum TensionTOP CHORD 1-11=0t32,.2-11=!tll, z-e=-tzseieos, s,13;-- ??g1L6g6, 4-12=-2166t671, 4_5=_182t119. 5_6=_2510BOT CHORD z-'t o=-saz t1.770, s-1 0=_sa1 hiOOi, *6i=_azAZO81, 7-8=0/0\ /EBS 3-10=-3821139, 3-g=-3+s/1o1o,i:g=-tzzrui,i-d=-^iaias6, 5-8=-553/229 NOTES 1) \Mnd: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.8ps^f; h=25fi; Cat. ll; Exp C; enclosed; M\ /FRS (low_rise) gabte end ;ijl:';iltJ31"j,f|u"* right exposeci ; eno verticafiet anolghie"p;"Tip;i; bfr;.d ;b'riiiiiJ!-,lllifuber DoL=1.33 2) TCLL: ASCE 7-05; pf=35 0 psf (flat roof snow); Category '; Exp C; Fu'y Exp.; Ct= 13) Unbalanced snow toads have bien "on.lo"r"6 toiii,. o".,gn.') {f$:X}iX',.,:ffLffiflffii,1o|ffiifj ?JjlI '"i ,rve ioi? or 16.0 psr or 1.00 times nat roor road or 35.0 psr on 5) Thislruss has been designed for basic toao Comuinations, which include cases with reductions for multiple concurrent liveIoads. wsoe_ wr.il r suu(ju(Jns ror mulllple 9ll+';,:,i;,:l?:"bi::::::s,::1jT:l*9^?t!"tj"ll:!9jd rive road nonconcurrent wnh any other rive roads4;;if#::'J,ffiff:il:H?ff:i:",tX'fi:i:E?:Si1^;:il*tf;.it;il'i;:i,:"i#'il'SF:"':""iff3i".-u-0,",,0,2-0-0 wide wilt fit between'ihe uottom ctroiJi;.i;;y ;th", ,"ro"rr.8) Refer lo girde(s) for truss to truss conn"ctLn.. -"' " irfiiTj|j::hanical connection (by others) of truss to bearing plate capabte of withstanding 264 tb uptift at joint 2 and 4s3 'o) IJI:S:r;so':,x?::i;il[.ihc3rdance with the 2006 Internarionat Residentiat code sections R502.11.1 and R802.10.2 and 1 1) In the LoAD cAsE(s) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard1) Snow: Lumber Increase=1.15, plate Increase=1.15Uniform Loads (ptf) Vert:1-11=-68 t0 LOADING (psf) TCLL 35.0(Roof Snow=35.0) TCDL 8.0BCLL 0.0 - SPACING 2-O-OPlates Increase 1.15Lumber Increase 1.15Rep Stress Incr NOCode lRC2006ftpt2}O2 PLATES GRIP MT20 220t195 Weight: 50 lb FT = 0% recommends that StabilizerdEnd required cross Pi jtl"]Lqo,g ylins huss erection, iri accoroance JOD PBi214s7 Truss HRlA ROOF TRUSS aty I Plv 1 KAI{ICHNER HOMES 0001 ig!_Bgferelsq @p!enar)7.250 s Mar lD:ASQ_BnpfxyE LOAD CASE(S) StandardTrapezoidal Loads (plf) Vert:11=0(F=34, B=_34Ho_6=_193(F=_62, 8=_62),2=_1(F=7, B=7){o_10=_13(F=1, B=B=-4)-to-7=-45(F=-1 5, b=_1 5) vlsjUEfQ( ), 1o=-1 ,vf f I e^ f l ruuDu tE5, tilc. vveo tseD z2 1,B2fzJANF-FO2kE2l6yaUcyTtwMou KUI 3(F=1, B=1 )-to-9=-25(F=4, g=-zt), g=_!g(f=_.{, 2011 MiTek Jl - --j$i=- - +- - -'o*tn-tJ:tlr11il"u1o"o"o*t-to'tezev"uc .gEF_L in (loc) t/defl Udy:rt(+) -0.00 2 'see 36dy.ert(T_L) -0.00 24 >999 1BOHoz(TL) -0.00 3 nta nta LUMBER TOP CHORD 2X 4 DF No.1&BtrBOT CHORD 2X 4 DF No.1&Brr LOAD CASE(S) Standard BRACING TOP CHORD BOT CHORD 9ll_y9!rr"twood sheathing direcfly apptied or 1_11_11 ocpurltns. REACTIONS (h/size) 2=!ll.t}j5;8, 4=1 S/Mechanicat, 3=44lMechan icalMaxHorz2=71(LC S)Max Uptift2=_108(L^C B_), a=_13(LC 6), 3=_23(LC 8)Max Grav 2=223(Lc 1 i), +=34(LC si, +or tiCr gi |QFC_FS (lb) - Maximum Compression/Maximum TensionI9l 9l19Eg 1_2=0t3e,2_5=_s3/0, 3_s=_iip,ii"' "" BOT CHORD 2-4=Ot0 ' 1) Wind: ASCE 7-05; 90mph; TCDL=4.2pst BCDL=4.8ps-t h=25ft; Cat. il; Exp C; enctosed; MWFRS (tow_rise) gabte end;iiE';t$Blj,lij."* right exposeci ; dno verticlirLt'"rdllshie"dit"pii"n reft and rishr exposed; Lumber DoL=1.332) TCLL: ASCE 7-05; pf=35.0 psf (ftat roof snow); Category It; Exp C; Fully Exp.; e1= 13) Unbatanced snow toads trave bien.i,n.to"of, tilii,,. o"r,gn. iI= 'l :] Ilii:xaxT.::""1"ff:flffi?1"i,fl:".ifj or 'il ''ioi riu" roai or ro.o psf or 1.00 rimes nat roof road of 35.0 psf onu) [::J:"t has been designed tor oisic-loao-Jombinations, which incrude cases with reductions for multiple concurrent rive6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.: 3-llffi::',,1ffiff:il:Hyffitn "l':ijfiij:?fiiljljhg*il'li3il'Tf'"rr ;,i", ,i,niii"',L.i"iJL s-o-o t"rr uv 9l l"t"lJo girde(s) for truss ro rruss "onn""tio]i.l -", :lli!ilFlrTil*fl5il1?',1i":,13t"it1"") ortruss to bearins prate capabre orwithsranding 108 rb uprift at joinr 2, 13 rbto) IJI:S:iffio':g?ul;ilLltrsrJince witn the 2006 Intemationar Residential code secrions R502.11.1 and R802.10.2 and LoADING(psO TCLL 3s.0(Roof Snow=35.0) TCDL 8.0BCLL o.o " SPAC|NG 2_O_OPlates Increase 1,15Lumber Increase 1.1SRep Stress Incr yES Code lRC2006/Tp12002 PLATES GRIPMT20 220t195 Weight: 7 lb FT = 0o/o @or1o-o-oocbracing. NOTES Job PB\214s7 LUMBER TOP CHORD 2X4DF No.1&BrrBOT CHORD 2X 4 DF No.1&Btr 4 Type ROOF TRUSS 83338 -= BRACINGTOP CHORD BOT CHORD Stru.ctural wood sheathing direcfly applied or 3-1 1-11 ocpuflrns. Rigid ceiling directly applied or 10-0-0 oc bracing. that Stabilizers and required crossbracing be installed during truss erection, iri accordaniewith Stabilizer lnsfallalian nr rir{aREAcrf oNs (lb/size) 3=1 1 1/Mechan icar, 2=26010-5-g, 4=29lMechanicalMaxHorz2=112(LC 8) Max Uptiff3=-7_0-(LC 8),2=-141(LC 8), 4=_24(LC 6)Max Grav3=166(LC 13), 2=33i(LC isy, +=ObgC'sy |QBCES (lb) - Maximum Compression/Maximum TensionTOP CHORD 1-2=0t40, 2-5=-901e,3-5=-40l61BOT CHORD 24=0t0 NOTES 1) \Mnd: ASCE 7-05; 90mph; TcDL=4.2psf; BCDL=a.8.os-f; h=2Sftj cat. lt; Exp c; enclosed; MWFR5 (low-rise) gable endzone; cantitever teft and risht exposed ; end verticat r'en ana rishtiidilid; bft ";rti;i;ii!i-pJ!-Jl;'iJroer DoL=1.33plate grip DOL=1.33 ?) IClti ASCE 7-05; pf=35.0 psf (flat roof snow); Category il; Exp C; Fuily Exp.: Ct= 13) Unbalanced snow loads have been considered for tnis OiJi'gn. " -' ' -'rr -'rr" I 4) This truss has been designed for greater of min roof live ioa-o ot to.o psf or 1 .00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concunent tiveloads. 6) This.truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.7) * This truss has been designed for a live load of 20.0psf on tre ootrom inoiJ'iriatt areas where a rectangle 3-6-0 tall by2-0-0 wide will fit between the bottom chord and any other members.8) Refer to girde(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 3, 141 lb. -uplift at joint 2 and 24 tb uptifi at joint 4.10) This truss is designed in accordance with the 2006 International Residential code sections R502.11.1 and R802.10.2 andreferenced standard ANSI/TP| 1. LOAD CASE(S) Standard SPACTNG 2-O-O Plates Increase 1.15Lumber Increase 1.15Rep Stress Incr yES Code lRC2006/TP|2002 DEFL in (toc) t/deflVert(LL) -0.01 24 >999 Vert(TL) -0.02 24 >999 Hoz(TL) -0.00 3 n/a Ud 360 180 nla PLATES GRIPMT20 220t195 Weight: 13 lb FT = Oo/o Job PB\214s7 Truss J2A ROOF TRUSS s Mar 23 201 1 Industries, F-j#--+-;:3*lD:ASo-BnptuvEMsjuErou3lflzJANF-jDb6Romljuc3AGSTkFKTX iJ 6q l-l SPAC|NG 2-0-0Plates Increase 1.15Lumber Increase 1.15Rep Stress Incr YES Code lRC2006lTPl2OO2 LUMBER TOP CHORD 2X 4DF No.1&Btr BOT CHORD 2X4DF No.1&BtrWEBS 2X4DFStud REACTIONS (lb/size) 2=260/0-5-8, 5=12L4lMechanical Ma><Ho,z2=12S(LC 8) Max Uptifl2=-138(LC 8), 5=-105(LC 9)Max Grav2=330(LC 13), S=202(LC 13) FORCES (lb) - Maximum Compression/Maximum Tension I9l qHqBP 1 -2=0t 40, 2-8=-321 t65, 3-8=-237 t67, 34=-7 7 t0BOT CHORD 2-7 =-137 tZS4, 6-7=-138t268,S-6=-4bl90WEBS 3-7=-70132,3-6=-261t125 NOTES Structural wood sheathing direcfly applied or 3-,1 1-1 1 ocpunrns. Rigid ceiling directly applied or 10-0-0 oc bracing. rMr teK recommenos tnat stabilizers and required crossbracing be installed during truss erection, in accordance el( recommends with Stabilizer lnstallation DEFL in Vert(LL) -0.00 Vert(TL) -0.00 Hoz(TL) -0.00 BRACING TOP CHORD BOT CHORD (loc) l/defl Ud 7 >999 360 2-7 >999 180 5 nla nla 1) Vuind: ASCE 7-05;-90mph; TCDL=4.2psf; BCDL=4.8ps-f; h=3qftj Cat. lt; Exp C; enctosed; MWFRS (low-rise) gabte endzone; cantilever left and right exposed ; end verticat ieft and right expoieOi poicn bft Jnd right eipd;A;'f;mber DOL=1.33plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=35.0 psf (ftat roof snow); Category lt; Exp C; Fuily Exp.: Ct= 13) Unbalanced snow loads have been considerel for this disign.4) This truss has been designed for greater of min roof live loa-d of 16.0 psf or 1 .00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads.5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent liveloads. 6) This.huss has been designed fo-r a 10.0 psf bottom chord live load nonconcurrent with any other live loads.7) * This truss has been designed for a live load of 20.0psf on tre Uottom cfroiJ iriatt areas where a rectangle 3-6-0 tall by2-0-0 wide will fit between the bottom chord and any other members.8) Refer to girde(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13g lb uplift at joint 2 and 105lb uplift at joint 5. 1 0) This truss is designed in accordance with the 2006 lnternational Residential code sections Rso2.1 1 .1 and R802.10.2 andreferenced standard ANSI/TP| 1. LOAD CASE(S) Standard PLATES GRIPMT20 220t195 Weight: 17 lb FT = Oo/o Job PBi214s7 Truss J3 I russ I ype ROOF TRUSS Qtv 4 1 AAKIUNNEK I1UME!' 0001 Job Reference (ootional) :, lD. 83338 7.250 s Mar 23 201 1 MiTek Industries, Inc. Wed Feb 22 13:10:17 2012 I D:ASQ_BnpfxyEMsjUEf QUB2fzJANF-BPsUf knNUBkwnQ 1 JtyrM 3tZQrl z_FDt2kjpn-0-0 5-11-1.1 1-0-0 s-ffi LOADING (psf) TCLL 35.0 (Roof Snow=35.0) TCDL 8.0 BCLL 0.0 * BCDL 8.0 SPAC|NG 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code lRC2006lTPl2002 csl TC 0.62 BC 0.23 wB 0.00 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) 0.06 24 >999 360 Vert(TL) -0.11 24 >637 180 Hoz(IL) -0.00 3 nla nla PLATES GRIP MT20 220t195 Weight: 19 lb FT = 0o/o LUMBER TOP CHORD 2X4DF No.1&BtrBOT CHORD 2X4DF No.1&Btr BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 3=185/Mechanical, 2=339/0-5-8, 4=45/Mechanical Max Hoz2='154(LC 8) Max Uplift3=-1 1g(LC 8), 2=-172(LC 8), 4=-37(LC 6)Max Grav3=289(LC 13), 2=436(LC 13), 4='t02(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=Ol4Q, 2-5=-12010,3-5=-66/105BOT CHORD 2-4=010 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; M\ /FRS (low-rise) gable endzone; cantilever lefi and right exposed ; end vertical lefi and right exposed; porch left and right exposed; Lumber DOL=1.33plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=35.0 psf (flat roof snow); Category il; Exp C; Fuily Exp.; Ct= 13) Unbalanced snow loads have been considered for this design.4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent liveloads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girde(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 3, 172 lbuplift at joint 2 and 37 lb uplift at joint 4. 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1 .1 and R802.10.2 andreferenced standard ANSI/TPI 1. LOAD CASE(S) Standard Structural wood sheathing directly applied or 5-11-1 1 ocpurlins. Rigid ceiling directly applied or 10-0-0 oc bracing. bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ P8121457 LOADING (ps0 TCLL 35.0(Roof Snow=35.0) TCDL BCLL LUMBER TOP CHORD 2X4DF No.1&BtrBOT CHORD 2X4DF No.1&BtrWEBS 2X4DFSrud tl= 8.0 0.0 BRACING TOP CHORD Structuralwoodsheathingdirecflyapplied or5_11_1.1 ocpurlins. BOT CHORD Rigid ceiling direcfly applied or 10-0-0 oc bracino. ekrecommendsthat@ bracing be_ installed during truss erection, iri accorOincewltn !ttabilizer lnstallation .ilri.tcREACTIONS (tb/size) 2=339/0-5-8, 6=234lMechanicalMaxHorz2=173(LC S)Max Uptift2=-170(LC S), 6=_151(LC 8)Max Grav2=436(LC 13), 6=342(LC 13) I9!C^F9_ 1D) - Maximum Compression/Maximum Tension I9! gl-f glp 1-?=or to, 2;3=!34t84,S_r O=joyl o'd, 4_1 o=_320t 1 13, 4_5=_68/0BOTCHORD 2-9=-19ot3?4, 8:9=_18b/351, z_A=,_ti'Blt,6_7=OtO -' - \/EBS 3-9=-120153,3-B=-20t101,+_A=_rcZUS,4_7=_506t217 NOTES 1) v/ind: ASCE 7-05; 90mph; TcDL=4.2psf; BcDL=4.8psf; h=25ft; Cat. il; Exp C; enclosed; MWFRS (tow-rise) gable endzone; cantllever left and right exposed ; end vertical iet ano right expd."-iipii.n left and right exposed; Lumber DoL=1.33plate grip DOL=1.33 2) TCLL: ASCE 7-05; pf=35.0 psf (flat roof snow); Category ll; Exp C; Fulty Exp.; Ct= 13) Unbalanced snow loads have bden considereij foiii.,,s oesrgn.4) This truss has been designed tor greater of min rooi tiue ioa-o ot t o.o psf or 1 .00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads.5) This.truss has been designed for basic load combinations, which include cases with reductions for multiple concunent live 6) This truss has been designed for a '10.0 psf bottom chord live load nonconcurrent with any other live loads.7) * This truss has been designed for a live'load oi 2o.opst on tne oottom cnoiJ'iriatt areas where a rectangle 3-6-0 ta1 by2-0-0 wide will fit between ihe bottom chord and any otner members.8) Referlo girde(s) for truss to truss connections. ' " irtiliTili:hanical connection (bv others) of truss to bearing plate capabte of wirhstanding 170 tb uptift ar joint 2 and 151 10) This truss is designed in qclgrdance with the 2006 Intemational Residentiat code sections R502.1 1 .1 and R802.10.2 andreferenced standard ANSI/TP| 1. 7.250 s SPAC|NG 2-0-oPlates Increase 1.15Lumber Increase 1.isRep Stress Incr yES Code lRC2006tTpt2OO2 DEFL in (toc) t/deflVert(LL) -0.00 I >999 Vert(TL) -0.01 8 >999 Hoz(TL) 0.00 6 n/a Ud 360 180 nla PLATES GRIPMT20 220t195 Weight: 27 lb FT = Oo/o :10:18 LOADING(psD TCLL 35.0(Roof Snow=35.0) TCDL BCLL BCDL LUMBER TOP CHORD 2X 4 DF No.1&BtrBOT CHORD 2X 4 DF No.1&BtrWEBS 2X4DFStud OTHERS 2X4 DF Stud REACTf ONS (lb/size) S=12 t6-O-0, 2=222t6-0_0, 6=327 t6_0_OMax Hoz2=97(LC 7) Max Uptiff5=-9(LC- 7), 2=-88(LC 6), 6=_1 01 (LC B)Max Grav5=3,t(LC 13), 2=277(Li 13), O=abZ(t_C tg) IQBCES (lb) - Maximum Compression/Maximum Tension I9l 9liglP )-l=0t16, 2-r =-64t0, 3-7 =-set7 2, s4=,s321, 4-5=_2et 1 0BOT CHORD 2-6=-17t22, 5-6=-17t22\ /EBS 3-6=-391/140 NOTES BRACING ToP cHoRD structurar wood. sheathing direcfly appried or 6-0-0 oc purrins,except end verticals.BOT CHORD Rigid ceiting direcily apptied or 10_0_0 oc bracing. MiTek recommends,,,, r s^ rewilililsiluJ r,ila[ Draoiltzers ano requlred crossbracing be installed during truss erection, in accordancewith Stabilizer Installation 8.0 0.0 1) \Mnd: ASCE 7-05; 90mph; TcDL=4.2psf; BcDL=4.8psf; h=25fl; Cat. ll; Exp C; enctosed; MWFRS (tow-rise) gabte endzone; cantilever left and right exposed ; end vertical t'en ana right eipoleoipoi.n rett and ritni "ip,i."i;'frroer DoL=1.33plate grip DOL=1.33 2) Truss designed for wind.loads in the plane of the truss glv For studs exposed to wind (normal to the face), see standard^. j19.,9try Gable End Details as -applicable, or consutt quatifi6d uuiroiirg ;e;i6nli as per ANSt/Tpt 1 .9)Lclt, ASCE 7-05; pf=35.0 psr(fht roof snow); Citejory rr; exp C; Fuily-Eipj ct= r4) Unbalanced snow loads.have been considereii for this Olsign. ' 5) This truss has been designed for greater of min rooilivJioai of 16.0 psf or 1.00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads.u) [:[J:"t has been designed for basic load combinations, which inctude cases with reductions for multipte concurrent tive 7) Gable requires continuous bottom chord bearino.8) Gable studs spaced at 2-0-0 oc.9) This truss has been designed for-a 10.0 psf bottom chord live load nonconcurrent with any other live loads.10) . This truss has been designed for a livi loao ot zo.opst on ilrJuoiiom cnoio in arr areas where a rectangle 3-6-0 tall by2-0-0 wide will fit between ihe bottom chord and any other members.1 1) Provide mechanical connection (by others) of truss io bearinj ptiie capaote of withstanding g lb uplift at joint 5, gg lb uplifi- at joint 2 and 101 tb uptift at joint 6.12) This truss is designed in accordance with the 2006 International Residential code sections R502.11.1 and Rg02.10.2 andreferenced standard ANSI/TP| 1. LOAD CASE(S) Standard SPACING 2-0-0Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Gode lRC2006tTPt2OO2 DEFL in (toc) t/defl UdVert(LL) 0.00 1 ntr 180Vert(TL) 0.00 I ntr gO Hoz(TL) 0.00 S nla nta PLATES GRIPMT20 220t195 Weight: 22 lb FT = Oo/o 7.250 s Mar te, tw, te 1v ttlD:ASe_BnpfryEMsjuEre uB2fzJANF_ToHElOodop_;ireitNi;anemzqfxizoLe ^4 1 3 LUMBER TOP CHORD 2X4DF No.1&BtrBOT CHORD 2X4DF No.1&Btr\ /EBS 2X4DFStud REACTfONS (tb/size) 2=335/0-5_8, 4=226t0_1_8Ma;<Horz2=97(LC 7)Max Uptift2=_195(LC 6), 4=_129(LC 8)Max Grav2=436(LC 1i), +=ezs(.Lc 13) I9!C-F9^ _Q) - Maxim um Compress ion/Maxim u m Tens ionI9l q!9ED 1 -2=0t27, 2_i=_B't | 1,s_s=_J6l6s,'3+-:zzargzBOT CHORD 2-4=-1,ti1 NOTES !jl1lyl1y""g. sh.eathins direcfly apptied or 6_0_0 oc purtins,except end verticals.Rigid ceiling direcfly applied or 10_0_0 oc bracing. BRACING TOP CHORD BOT CHORD 1) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BcDL=4.8ps-t h=25fi; Cat. il; Exp c; encrosed; MWFRS (row-rise) gabre end ;ii[';ilB!l"j.l]jr"to right exposecj ; eno verticaiitt'..a1-sr''t?p&"-ii;6 reft and risht expdsed; r-umuer DoL=1.33 3il,:l"t'i:-"^1t*:',:i::5;9.1^'Ml loolTo*li.calggorv rr; Exp c; Fu'v Exp.; e1= 1:ly*iL?::"S^:LTl":g:,Fy:9*,";*:"ie;f; riiiii. jlJi,sil') ]H:X}iXX::;f"ffiflffiil"ji:?if;.6i 'ii'';,;i'iidTJ# or ro o psr or 1 00 times nat roor road or 35 0 psr onoverhangs non-concurrent with otier five foaOs,5) Thislruss has been designed tor oasic toao-co'mbinations, which include cases with reductions for multiple concunent live6) This truss has been designed for a '10.0 psf bottom chord rive load nonconcurrent with any other live loads.:;".!iiT[',,1i?ff:egHiil:il",i;il'Hi:;:ii?fm:*hg$'liiiJ'i,i"rri,""ii,n,irli"',*t",ii" a.o-o t", uyt) tt;",.?i1H:i:il'5;ttf,,i;'3il:pa'aterioliin'JiuJ usins Ar.rsrnpr r ansre ro srain rormura. Buirdins designer shourd 9) Provide mechanicar connection (by others) of truss to bearing prate at joint(s) 4. "'} lrtilitjij::hanical connectiorit[,ioitreiiiiiiiriJ to oe"riig prlre ;,ip"'rjr.j Ji *itn.tandins 1e5 rb uprift at joint 2 and j2e t t) IJI:S:'.TjJ:g?::lfiilritrsrdance with the 2006 Internarionat Residentiat code sections R502.11.1 and R802,10.2 and LOAD CASE(S) Standard LOADING(psO TCLL 35.0(Roof Snow=3S.0) TCDL 8.0 BCLL o.o * SPAC|NG 2_O_OPlates Increase 1.15Lumber Increase 1.15Rep Stress Incr yES Code lRC2006ftpt2}O2 DEFL in (loc) l/deflVert(LL) -0.0S 24 >999 Vert(TL) -0.10 24 >657 Hoz(TL) 0.00 4 nta Ud 360 180 nla PLATES GRIPMT20 220t195 Weight: 20 lb FT = Oo/o 'ek that Stabilizers anO requireA crossbracing be instailed during truss "r""iion,ln-i"*r,jlnlwith Stabilizer lnslallatinn-nr riao to,tv, IY zulzI D:5E7K8W\la687BsFkwd 1 v20ynciH-ToHElaodop_ei ra;il;aneuoqixjzsLe t LUMBER TOP CHORD 2X4DF No.1&BtrBOT CHORD 2X 4 DF No.1&BtrWEBS 2X 4 DF Srud REACTIONS (lb/size) 4=31 /M^ec-hanic al, 2=2OOl0_3_8, 5=17 Z0_1 _8Max Hoz2=79(LC 6) Irilax Uptifi4=_ 1 e(|c.6]., ?:_l I g(LC 6), 5=_e5(LC 6)Max Grav4=45(LC 13), 2=250(Lc rs), s=zebtlC,lel l9lCJp_ lE) - Maxim um Compression/Maxim um TensionI9l 91g|p 1-2=0t27, 2-6=_4sto, C:a=_ssii),"si=-szrtoBOT CHORD 2-S=O\O BRACING TOP CHORD BOT CHORD illi'f.:"' wood sheathins directlv applied or 2-11-0 oc Rlgilceiling directty apptied or 10-0-0 oc bracing. WEBS NOTES 3-5=-224177 1) \Mnd: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=a.pp1f; h=25fi; Cat. il; Exp C; enctosed; MWFRS (tow_rise) gabte end;ii[';ilB3fj,llJ."* right exposeci ; dno vlrticairlt'""01-ighi""pJl#,'pitn reft and risht exposed; Lumber DoL=1.332) TCLL: ASCE 7-05: Pf=35.0 psf (flat roof snow); Category fl; Exp C; Fufly Exp.; ef= 13) Unbalanced snow loads.hav" ojen con.io"rel tiiin,. o".,gn. :]ili?,l'"XERXT;LffHffifJ"j,fl*';:.mil''iioiri""iJ"iort6.o psror 1.ootimes nat roorroad or35.0 psron 5) Thislruss has been designed ror oasii roao-JJmbinations, which include cases with reductions for multiple concurrent rive6) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads.:]3--llf,ll,E',,i,ffiff:il:H?il:il?I#:iiff:ii::f3nj*h?gy'lH'"lJl"';l ;,;"; 'i,niilr"",iJliii" s-o-o t"rr ov8) Refer to gi(g(s) for truss to trujJConnecrr:ilsl -", "1ffil1tJ:i:il'$ff:,ff':il:parallelto srain value usins ANSI/IPI 1 anste ro srain rormuta. Buildins desisnershoutd 10) Provide mechanicar connection (by others) of truss to bearing prate at joint(s) 5. ]]]iiilg?j:fiilTlruiifr;li"Lroi;'n;;i "iil,.' t" bearin! br;t" "ibj6iJ6iwithstandins 1e rb uprift at joinr 4, 116 rbt') IJI:S:'.';"to':,X??:l;ilL1trS'*jniJ 'itn the 2006 Internationat Residentiat code sections Rso2.1 1 .1 and R802. 1 0.2 and LOADING(psf) TCLL 35.0(Roof Snow=35.0) TCDL 8.0BCLL 0.0 . BCDL 8.0 SPAC|NG 2_O_OPlates Increase 1.15Lumber lncrease 1.15Rep Stress Incr yES Code lRC2006tTpt2OOz DEFL in (toc) t/deflVert(LL) -0.00 2-S >999 Vert(IL) -0.00 2-S >999 Hoz(TL) -0.00 4 nta Ud 360 180 nla PLATES GRIPMT20 220t195 Weight: 12 lb FT = O% Mirekrecommendstha@ bgcrlg be installed during truss erection, iri accorAanceWith Stabilizer I nsf allatian-nr r;ao LOAD CASE(S) Standard P8121457 SPAC|NG 2_O-OPlates Increase 1.15Lumber Increase 1.15Rep Stress Incr yES Code lRC2006ffpt2OO2 DEFL in (toc) t/deflVert(LL) -0.00 24 >999Vert(TL) -0.00 24 >999Hoz(TL) 0.00 4 nta Ud 360 180 nla PLATES GRIPMT20 220t195 Weight: 10 lb FT = Tyo ROOF TRUSS 7.250 s Mai _i _o_o tD:5E7kf8\ryNa687BsFkwd1v20ynciH-b_rdHtpFn66veumu:_niii_ _.2-114-- zm:d. -.' -. -_ - LUMBER TOP CHORD 2X4DF No.1&BtrBOT CHORD 2X 4 DF No.1&BtrWEBS 2X4DFStud ;,llli*ra, wood sheathins direcily apptied or 2_11_0 oc BRACING TOP CHORD BOT CHORD REACTfONS (tblsize) 2=2j1te_3_8, 4=91t0_1-BMax Hoz2=58(LC 4)Max Uplift2=-128(LC 4), 4=-S?IC 4\Max Grav2=260(LC 2); +=toe(LC 2f !9BC-F9- (lb) - Maximum Compression/Maximum TensionTOP CHORD 1-2=0t27, 2-3=49t20BOT CHORD 2-4=-1t2\ /EBS 3-4=-B7t3S NOTES 1) \Mnd: ASCE 7-05; 90mph; TCDL=4 2pst BcDL=4.8ps^t h=2sfij cat. il; Exp c; enctosed; M\I/FRS (tow-rise) gabte end;iil:,ffBAl"i,llf."* right exposeci ; ;nd vertic;iEft'andl-bh6il;'iipi;i reft and risht exposed; Lumber DoL=1.332) TCLL: ASCE 7-05; pf=35.0 psl (flat roof snow); Category il; Exp C; Fuily Exp.: Ct= 1 :]lii?d:xa[*:""1"i:;flffiil"i,fl:?it-"'-"iiiii'i"Jii'i"iroio 6iiao;:i;ii6dnmes nar roof road of 35 0 psf ono) [:EJ:'* has been designed tor oasic-[ai-Jo-mbinations, which incrude cases with reductions for murtipre concu'ent rive5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.:;"-r-li,'-tl?',1,ffiff:il:H?il:Um':ii#iii:lfinjljl#Bg;3#liSilil'"li' ;,.* ,i,n.iiii"','L'lili!i" s.o-o t",r oy 1]i"",ru:U:SUt$t1i,",1;'$f"p""tr"ri6l*i;'ui,3 uJin! ArusrTipi r ansre to srain rormura Buirdins designer shourd 3i5fyi:: T::r]::l::::::li:l 'p:tFttof rruss to bearins prate at joint(s) 4.t)liiil'iii3liihanicarconnection .oi;iii;;;i;ffi; i; ffiffi il:i:::i"ili:'irawi*rstanoins 128 rb uprift ar joint 2 and 52 rb'o) IJI:S:t'.t"to't *tJ:i;iilrlccordance with the 2006 Internationat Residenriat code sections R502.11.1 and R802.10.2 and S* gqq1|rreq|v:qptied or s0-0 oc bracins LOAD CASE(S) Standard 3-2-O KART'HNER HOME9 sALEMO \Ir/|]EL ,)00 # 5F 01 2407 W. q60 5. REXrlURiI|AHr ?0121457 o In I\o|n 197 STOCKMAN BLVD , RIGBY. ri i i Duct System Summary Entire House KARTCHNER HOMES lD 834442 Phone: 745-8468 'i-,: I .r, ,icr? Job: Date: By: SF3Bl FE120,2912 ROBERT HALL LARSON KARTCHNER HOMEREXBURG ID External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective tength(IE L) Heating 0.70 in H2O 0.38 in H2O 0.32 in H2O 0.1510.17 in H2O 0.061 in/100ft 920 cfm Gooling 0.70 in H2O 0.38 in H2O 0.32 in H2O O.1510.17 in H2O 0.061 in/100ft 920 cfm BED 1 BED 2 BED 3 FAM/DIN /KITCH FAM/DIN /KITCH -A FAM/DIN /KITCH.B FORMAL ROOM FORMAL ROOM -A MAIN BATH MASTER BATH MASTER BED MASTER WC h 3387 c 814 c 1161 c 2779 c 2779 c 2779 h 4750 h 633 h 692 h 2166 c 1276 h 759 65 40 72 140 140 140 92 92 13 42 69 15 61 52 74 177 177 177 40 40 10 20 81 10 0.070 0.076 0.069 0.067 0.074 0.065 0.067 0 0.073 0.064 0.069 0.061 6.0 6.0 6.0 6.0 6.0 6.0 6.0 0 6.0 6.0 6.0 6.0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 16.0 27.0 26.0 50.0 41.0 24.0 32.O 0 24.0 51.0 35.0 43.O 190.0 165.0 185.0 165.0 155.0 200.0 185.0 0 175.0 175.0 175.0 195.0 Peak AVF Peak AVF Peak AVF 8x 12 8xB 8x24 Bold litalic values have been manually overridden 4*- rarrighbsft" C:\Documents and Settings Right -Suite@ U nivers at 7..t.03 RSU 06972 \ROBERT HALL \My Documents \Vvrightsoft HVAC \SALEM SF 8B3.rup Catc = MJ8 O 2012-Feb-2O 20i31:22 page 1 I o.," ne I Size(in) Htg (cfm) clg (cfm) TEL (f0 Design FR Veloc (fpm) Diam (in) HxW (in) StucUJoist Opening (in) Ducl Matl Trunk rb7 rb1 rb4 rb5 rb6 rb2 rb3 0x0 0x0 0x0 0x0 0x0 0x0 0x0 419 184 85 57 69 40 65 532 81 84 29 81 52 61 232.0 287.O 154.0 209.0 179.0 121.O 94.0 0.075 0.061 0.114 0.084 0.098 0.145 0.186 42',1 291 270 179 258 1M 207 11.5 8.1 5.4 4.9 5.4 4.2 4.4 4-148.25 2-148.25 14fr.25 M4.25 14fr.25 14fi.25 14fr.25 4-10S6 2-10r'8 10)€ 10)€ 10)€ 10)€ 10€ SJSp SJSp SJSp SJSp SJSp SJSp SJSp rt1 rtlA rtl rt1 rt1 rt1 rt1 Name Trunk Type Htg (cfm) clg (cfm) Design FR Veloc (fpm) Diam (in) HxW (in) Duct Material Trunk rt1 rtlA Peak AVF Peak AVF 920 184 920 81 0.061 0.061 690 413 14.7 8.1 8x24 8x8 ShtMetl ShtMetl rtl +fi- urrtghtet}ft- Risht-Suite@ U niversal7 1 03 RSU 06972 C:iDocumentJand Settings \ROBERT HALL \My Documents \Vwightsoft HVAC \SALEM SF 883.rup Calc = MJB O 2O12-Feb-2O 20:31:22 Page 2 Load Short Form Entirc llouse Job: Date: By: SF3Bl FE820,2912 ROBERT HALL KARTC}'NER HOMEg 197 STOCKMAN BLVD , RIGBY , lD A34442 Phone: 745-8468 LARSON KARTCHNER HOME REXBURGID Htg Clg -6 89 68 75 74 14-H 50 50 57 -31 lnfiltration Outside db CF) Inside db ('F) Design TD CF) Daily range Inside humidity(%) Moistu re difference(gr/b) Method Construction quality Fireplaces Simplified Semiloose 0 HEATING EQUIPMENT Make Intl Comfort Products Trade TemPstar Model NgMPm7sF12** GAMA ID 238311 Make Trade Cond Coil ARI ref no Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio COOLING EQUIPMENT lntl Comfort Products HXA Series HXP424AKA EP*36P***+TD1 407973 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat HALLWAY 92.1AFUE 75000 70000 82 920 0.019 0.70 13 SEER 17080 7320 24r''00 920 0.064 0.70 1.00 Btuh Btuh OF cfm cfm/Btuh in H2O Btuh Btuh Btuh cfm cfmBtuh in H2O 157 Botd litalic vatues have been manuatty overridden Printout certified by ACCA to meet all requirements of Manual 8th Ed. ROOM NAME Area(fr) Htg load (Btuh) Clg load (Btuh) Htg AVF (cfm) Clg AVF (cfm) FORMAL ROOM FAMDINKITCH GARAGE PANTRY MASTER BATH MASTER WIC MAIN BATH MASTER BED BED3 LAUNDRY,MECH BEDl BED2 182 592 528 36 130 91 78 238 141 70 139 135 9499 21675 0 0 2166 759 692 3592 3724 0 3387 2093 1267 8336 0 0 310 151 153 1276 1161 0 950 814 184 419 0 0 42 15 13 69 72 0 65 40 81 532 0 0 20 10 10 81 74 0 61 52 0 {+" wt.igfits*ft* Right-Suite@ Universal7'1 03 RSU06972 C:igocuments?nd Settings \ROBERT HALL \My Documents \Wrightsoft HVAC \SALEM sF 883.rup calc = MJB o 2012-Feb-2O 20i31'.17 Page 1 Entire House d Other equip loads Equip. @ 0.94 RSM Latent cooling 2517 47586 2582 14417 488 14011 0 920 920 TOTALS I 2517 50168 14011 Botd litalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual gth Ed. 920 920 {f- vr33ig6teeft- Right-Suite@ U niversat 7. 1.03 RSU 06972 c:\Documents and settings \RoBERT HALL \My Documents \wrightsoff HVAC \SALEM,SF 883.rup catc = MJ8 o 2012-Feb -20 2Q:31:17 Page 2 197 STOCKMAN BLVD , RIGBY, Bulldlng Analysis Entire House KARTCHNER HOMES lD 834442 Phone: 745-8468 Job: Date: By: SF3BI FE920,2912 ROBERT HALL LARSON KARTCHNER HOME REXBURG ID Location: ldaho Falls,lD, US Elevation 4741 tt Latitude 44"N Indoor: lndoor temperature ("F) Design TD CF)Relative humiditv(%) Moisture differeric'e(!r/b) Infiltration: Method Construction quality Frrepraces Heatinq 68- 74 50 57.0 Simplified Semi-loose 0 Coolinq75- 1450-31.5Outdoor: Dry bulb('F)Daily range ('F) Wet bulb('F)Wnd speed (mph) Heating 9 15.0 Cooling 89 34 (H )607.5 Component Btufr/fF Btuh % of load Walls Glazing Doors Ceilings Floors Infiltration Ducts Piping Humidification VentilationAdjustments Total 4.8 25.9 4.8 4.6 8.54.6 1 1398 4511 907 6732 11387 12652 0 0 0 2582-0 50168 22.7 9.0 1.8 13.4 22.725.2 00 0 5.1 100.0 Component Btuh/fF Btuh Yo of load Walls Glazing Doors Ceilings Floors Infiltration Ducts Ventilation Internal gains Blower Adjustments Total 0.5 18.2 1.2 2.6 0 0.4 112431742273821 01221 0488 4850 0 0 14906 7.5 21.3 1.5 25.6 0 8.2 0 3.3 32.5 0 100.0 Overall Uvalue= 0.085 Btuffi-"F Data entries checked. '+{*- rnr*'igrtiixr}*. C:\Documents and Seltings ' Right-Suite@ Universal 7.1.03 RSU 06972 \ROBERT HALL \My Documents \Wightsoft HVAC \SALEM SF 883.rup Catc = MJ8 O 2O12-Feb-20 20:31:17 Page I 197 STOCKMAN BLVD . RIGBY. component Gonstructions Entire House KARTCHNER HOMES lO 834442 Phone: 745-8468 LARSON KARTCHNER HOMEREXBURG ID Job: Dato: By: SF3B1 FE120,2912 ROBERT HALL Location: ldaho Falls,lD, US Elevation 4741 ft Latitude:44"N Outdoor: Dry bulb('F) Daily range ("F) Wet bulb("F) Wind speed (mph) Cooling 89 34 (H )60 7.5 Indoor: lndoor temperature ('F) Design TD CF)Relative humidity(%) Moisture difference (gr/b) Infiltration: Method Construction quality Fireplaces Heating-9 15.0 Heating 68 74 50 57.0 Simplified SemiJoose 0 Cooling 75 14 50-31.5 Construction descriptions Walls 12 F-osw : Frm wall , vnl ext, 3/9" woocl shth , t-2'l cav ins . 1/2" gypsum board int fnsh , 2',x6" wood frm Partitions (none) Windows 61 C: VINYL .35 U - VALUE; NFRC rated(SHGGO.3S) Doors 11D0:11D0 71A: GLASS .35 - U VALUE Ceilings 1 6B-44ad : Attic ceiling, asphalt shingles roof mat, '.44 @il ins,.1 t2,,gypsum board int fnsh DftPartCeil C part ceiling, carpet flr fnsh, frm flr, 12,' thkns, 1 t2"gypsum board int fnsh Floors 22A-cpli Bg floor, light dry soil, carpet flr fnsh Htg HTM Loss Gtg HTM Gain Btuilff Btuh Btuilff Btuh Or n se s SW all Area llvalue tr BtuMt-"F 415 0.065 711 0.065 16 0.065 522 0.065 16 0.065 690 0.065 2370 0.065 1996 0.47 't97 3420 0.47 337 76 0.47 8 2511 0.47 248 76 0.47 I 3319 0.47 327 11398 0.47 1124 lnsul R fF-'FEtuh 2't.0 21 .0 21 .0 21 .0 2't.0 21 .0 21 .0 4.81 4.81 4.81 4.81 4.8'l 4.81 4.81 n se s sw all 000 000 000 907 6.47 227 n w all s 100 0.350 10 0.350 55 0.350 10 0,350 174 0.350 133 0 21 0 154 0 35 0.350 1179 294 25.9 25.9 25.9 25.9 25.5 0 0 0 25.9 1.63 16.4 0.022 44.0 0.221 0 2590 11 .5 1 155 248 33.2 319 1425 20.6 1136 248 33.2 319 4511 16.8 2927 1919 0.92 1089 4813 9.29 2732 0 0 0 U 0 0 0 0 0 73.2 11387 4d* mrrlCrrt*lrfr:' C:\Documents and Settings Right-Suite@ U niversal 7.1.09 RSU 06972 \ROBERT HALL \My Documents \Wrightsofi HVAC 2O12-Feb -20 20:3'l:19 page 1\SALEMSF8B3.rup Catc =MJg O 197 STOCKMAN BLVD . RIGBY. Project Summary Entire House KARTCHNER HOMES D 434442 Phone: 745-8468 Job: Date: By: SF3Bl FE82O,2912 ROBERT HALL Notes: LARSON KARTCHNER HOMEREXBURq ID HOME FACES NORTH Weather: Winter Design Gonditions Heating Summary ldaho Falls,lD, US Summer Design Conditions Outside dbInside dbDesign TD StructureDucts Centralvent(38 cfm) HumidificationPiping Equipment load Infiltration Method Construction quality Frrepraces Outside dbInside dbDesign TDDailv ranoeReldtive humiditvMoisture differerice 89 "F75 "F14 "FH 50%-31 gr/b -6 'F 68 "F 74 "F 14417 Btuh 0 Btuh488 Btuh 0 Btuh Btuh Btuh Btuh Btuh Btuh ton Sensible Gooling Equipment Load Sizing 47586 Btuh 0 Btuh 2582 Btuh 0 Btuh 0 Btuh 50168 Btuh Simplified Semi-loose 0 Heatinq Coolinq2517 251722653 226530.49 0.25185 94 92.1AFUE 75000 Btuh70000 Btuhg2 "F 920 cfm 0.019 cfmlBtuh0.70 in H2O Structure Ducts Centralvent(38 cfm)Blower Use manufacture/s dataRatdswing multiplierEquipment sensible load Structure Ducts Central vent(38 cfm)Equipment ldtent load Equipment total loadReq. total capacity at0.70 SHR Latent Cooling Equipment Load Sizing n 0.94 14011 Btuh -597 0-679 0 14011 1.7 Areaffi Volume (ff) Air changeJhour Equiv. AVF(cfm) Heating Equipment Summary Make Intl Comfort Products Trade Tempstar Model N9MPD75F12"* GAMA ID 238311 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Cooling Equipment Summary Int'l Comfort Products HXA Series HXH24AKR EP*36F***+TD1 407973 Make Trade Cond Coil ARI ref no Efficiency 13 SEER 17080 Btuh 7320 Btuh 24400 Btuh 920 cfm 0.064 cfmlBtuh 0.70 in H2O1.00 Sensible coolingLatent coolino Total cooling- Actual air flow Air flow factorStatic pressure Load sensible heat ratio Bold litalic values have been manually overidden Printout certified by ACCA to meet all requirements of Manualgth Ed. d'{- rarrl*l}rts6ft- C:\Oocuments and Settings Right -Suit@ U niversat 7. 1.09 RSU 06972 \ROBERT HALL \My Documents \Vvhightsoft HVAC \SALEM SF gB3.rup Catc = MJB O 2O12-Feb-20 20:31i19 page 1 Right-.J@ Worksheet Entire House KARTCHNER HOMES Job: SF3ts'l Date: FE42O,2912 By: ROBERTHALL 197 STOCKMAN BLVD , RtcBY , tD 834442 phone: 745-8468 1 4 5 Room name Exposed wall Ceiling height Room dimensions Room area o Entire House 303.6 fi fl ft2 9.0 2517.O FORMAL ROOM 27.O fl. 9.0 ft heat/cool 14.0 x 13.0 fi 182.0 ft2 Ty Construction number U-value (Btuh/fl'z-'F Or HTM (Btuh /ft 1 Area (fl1 or perimeler (ft ) Load (Btuh) Area (ff 1or perimeter (ft ) Load (Btuh) CoolHeat Gross N/P/S Heal Cool N/P/SGross Heat Cool 6 1 WrFCrD !ilL--=-€ WF-€L-D Wl^ Wln F I l2Fosw | 61c I 11D0 I tzrosw I l2FOswI orc I tzrosw | 61c l71A| 12FOsw I orc | 12FOsw | 1'lD0 I toa-aaaa lDftPartceill2zAapl 0.0650.350 0.000 0.065 0.o65 0.350 0.0650.350 0.350 9.065 0.3500.065 0.000 0.022 0.221 0.989 Inn iae se s s s sw sw 0.47 1 1.55 0.00 o'4t 0.47 33.24 o.47 20.65 6.47 o.17 33.24 o.47 0.00 0.92 9.29 0.00 +.ar I2s.e0 |0.00 |i31l 25.e0 |4.81 |25.90 |zs.so I4.81 I25.e0 I4.81 |0.00 |r.oo I16.37 |zs.rs IIIIIIIIIIII 048 100 711 25 .10 612 55 JC 25 10 7'11 21'1179 294 1338 415 .c133 711 16 U 522 16 0 690 21'1179 294 i56 199(259t Iu2( 7l . 24t, 25111424 90( 7l 24t331 S('191€ 481 3 1 1387 8C 21'1'17 'r3li 'fil :;ll "l[ 2481 0l11361 ol;;il il t?iJll 3l'l'*l tlllItl|ltl 385u7 563 0 0 0 0 0:0 0 0 0 0 0't976 ,,38289 0 56a 0 0 0 0o 0 0 0 0 0 0 o c) AED excuEion 247 Envelope loss /gain 34934 8346 3571 38 12 4 Infiltration b) Room ventilation 12652 0 't221 c 1't25 0 109 {?lntemalgains: Occupants @ 2SO Appliances @ 1800 1250 3600 0 0 Subtotal (lines 6to 13)47586 14417 4696 490 14 t5 Less extemal load Less transfer Redistribution Subtolal Duct loads 001 Oo/o 0 U 47586 0 14417 ooa Oo/a 0 0 48039499 0 0 0 777 1267 0 Total room load Airrequired (cfm )47586 14417 920 9499 184 1267 81 Right-.f@ Worksheet Entire House KARTCHNER HOMES Job: SF3B1 Date: FE120,2912 By: ROBERTHALL 197 STOCKMAN BLVD , RtcBy , tD A94442 phone: 745_8468 1 3 45 Room name Exposed wall Ceiling height Room dimensions Room area FAM/DIN /KITCH 65.6 fi 9.0 fl heal/cool 1.0 x 592.0 ft592.0 fr2 GAMGE 57.0 fr 9.0 ft heat/cool 22.0 x 24.O fl528.0 f,, Ty Construction numDer U-value (Btuh/na.F)Or HTM (Btuhnl Area (ft 1or perimeter (n ) Load (Bluh)Area (ft1 | Loador perimeter (ff) | (Bruh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S CoolHeat 6lw:lH .tw1lW I t---Gl'r-" I L-D \,ill/L.-< Wr--__-D 4.8125.90 0.00 4.81 4.81 25.90 4.81 25.90 25.90.4.A1 25.90 4.81 0.00 1.63 to.J/ 75.19 ::sssi I io.oool n Io.oes I e I0.065l se Io.ssol se I0.06s1 s I0.3501 s lo.ssol s I0.0651 sw Io.ssol sw I0.0651 w I0.0001 w Io.ozz | |0.2211 |o.sasl - |tltltltltltltltltltltltltltl 12F,,Osw 61C'1_1D0 l2FOsw 12F{sw 61C 12F{sw 61C 71A 12FOsw 61C 12FOsw I 1D0'l6B-44ad DnPartceil 22A<41 o lEa ?5 10 2ea ?o 35 25 99 U 151 592 o.ttl11.5510.001o.4710.471 ss.z+l'3:3ll6.471o.471 ss.zal0.47 |0.001o.e2le.2el"*l IIIIIIIII 0 0 l0 | 1?3 fo | "'I l?3lol'3lo 't51 66 736 AA 248 1029 1010 906 76 248 476 0 0 2472 4800 | 319 | 133 |"" | 31e l'l 0 1403 o 198 .0 :112 oo) 0 0 0 U 0 216 0 143 528 .41 0'0 47 0o 0 0 0n.o 93 0:0 1329o ,,'il "ll Tl.'ll,Jl ,.il ol ol 1431 2341 |571 +tzzl lllltltllltlll o c) AEO excursion 15e -4 Envelope loss /gain 12079 3466 8340 1505 12 a) Infiltration b) Room ventilation 2736 c 264 f aJt c n 229 0'13 Intemalgains: Occupants @ 2SO Appliances @ 1800 0 2 ! 3600 0 0 Subtotal (lines 6 to '13) 14814 7330 1o715 1734 14 IE Less exemal load Less transfer Redistribution Subtotal Duct loads Oo/l ooa 6861 21675 0 01006 e?aa 0 Oo/o Oo/o 0 0-10715 0 0 0 0-1734 0 0 Total room load Airrequired (cfm )ztotc 419 aoso I5321 0 0 0 0 -t*r T* w-rftlrt*c.{Ek" Right_Suite@ U niversat 7.1.03 RSU 06972m c:\Documents and settings \RoBERT HALL \My Documents \\ /hightsoft HVAC \SALEM sF 883.rup catc = MJ8 O 2012-Feb -2O 20'.31:19 Page 2 Right-J@ Worksheet Entire House KARTCHNER HOMES Jobr SF3BI Date: FE120,2912 By: ROBERTHALL 197 STOCKMANBLVD, RtcBy ,tD 994442 phone:745_8468 1 3 4 5 Room name Exposed wall Ceiling height Room dimensions Room area PANTRY 6.0 n9.0 fl heat/cool6.0 x 6.0 ft36.0 fr' MASTER BATH 23.0 ft9.0 ft heat/cool 10.0 x 13.0 ft130.0 fi2 Ty Construction number U-value I Or(Btuh/frL'F) | HTM (Btuh /fi ) Area (fr 1or perimeter (fr)Load (Btuh)Area (ft 1or perimeler (n Load (Btuh) CoolHeat NiP/SGross Heat Cool Gross N/P/S CoolHeat:tY__*. I l--{.lw 11 l\4!l Wl--cL-F Wlc WlD c F 12F{siry 61C lioo 12FOsw 12F{sw 61C 12FOsw ala 71A 12FOsw 61C 12FOsw 1 1D0 168-44ad DftPartceil 22A<+l o.oosl n 0.3501 n 0.000 | n 0.065l e0.0651 se 0.3501 se 0.0651 s0.350 | s o.35ol s0.0651 sw o.35ol sw0.0651 w 0.0001 wo.o22l - 0.22110.s8e I Il,IIIItltltltltltltltl 4.81 | 0.4 25.90 | l't.ao.ool o.c 4.81 | o.4 4.811 o.4 25.90 | 33.24.811 o.425.90 | 20.6 25.e0 | 6.4 4.81 | 0.4 25.s0 | $.24.81 | 0.40.00 | 0.01.osl o.e 16.37 | 9.2?3.rrl o.o IIIIIIIIIII ol c3l : 3l ,, Iofc31 331 3,ll ur 31 3 iurl Itttl|llltllltl 0 0260 0 0 0 439 I 1 1 1 13r 0r0 u 0 43 0 0,q 0 0 0 120 0 0 ''31'';l ,.31 0l ol!l 0l 2121 OI'l:l IIIIIII c) AED excursion Envelope loss /gain 699 zo 1207 218 a) Infiltration b) Room ventilation 250 21(U 92n 13 Intemalgains: Occupants @ 2SO Appliances @ 18OO 0 0 Subtotal (lines 6to 13)949 50 2'166 310 14 15 Less eldemal load Less transfer Redistribution Subtotal Duct loads o%o% -949 n -5( 0o/.Oo/a 0 0 0 2166 0 0 0 0 310 0 Total room load Air requhed (cfm )2166 42 310 20 Right-.J@ Worksheet Entire House KARTCHNER HOMES 834rK2 Phone: 745-8468 Job: SF3B1 Date: FE120,2912 BY: ROBERTHALL 197 STOCKMAN BLVD , RIGBY , ID 1 2 4 Room name Exposed wall Ceiling height Room dimensions Room area MASTER WC 7.0 ft9.0 ft heat/cool 7.0 x 13.0 fr91.0 ft, MAIN BATH 6.0 n9.0 n heat/cool 6.0 x 13.0 fi78.0 n, Ty ConstruclionnumDer U-value(Btuh /fl1'F Or I Hrn,r | (Btuh/ft1 Area (ft,) or perimeter (ft ) Load (Btuh) Area (n,) or perimeter 0) Load (Btuh) Heat I coot Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 ,IW11 lWI t---4It-"l*-I t_^ lw lr o l3lr W rd I 12F{sw 61C 11D0 l12FOsw'12F.Osw 61C 12FOsw61C 7'lA 12F{sw 61C12F{sw 1'tD0 16B-44ad DftPartceil 22\.pl . I o.oos I n 0.3501 n 0.0001 n o.oosl .o.oosl se 0.3501 se 0.065 I s 0.350 | so.ssol s0.0651 sw 0.3501 sw 0.0651 w 0.0001 wo..ozzl - o.22i l0.r8rl- IIIIIrl IIIIII I +.er I25.90 |o.oo I4.81 |4.81 |25.90 |l.ar I25.e0 |25.e0 |4.81 |25.e0 |3:31| '3:3i Ii3.1e IIIIIIII:l I o.47 I 1.55 0.00 o.47 0.47 33.24 o.47 20.65 6.47 o.47 33.24 o.47 0.00 o.92 s.2g 0.00 slsl ol*31 ololof3lualololIIIIIIIIIII 0 84 0 0 ilolslilololof3lzalololIIIIIIIII c 54 0 0 'o 0 0 78 0 0 261 12', 0 0,,0 0 Uo 26 0 0 0 0 0 0 0 0 o c) AED excursion -ol -0 Envelope loss /gain 451 114 387 a7 12 a) Infiltration b) Room ventilation 292 0 2E 250 0 24 13 lntemalgains: Occupants @ 2SOAppliances @ 1800 0 0 Subtotal (lines 6to 13)743 142 oJ/122 14 Less extemal load Less lransferRedistdbution Subtotal Duct loads Oo/o oot 0 0 16 0 151 004 00 0 0 55 692 0 0 0a1 153 0 Total room load Ajr required (cfm )zss I151 151 10 692 4a 153 10 e.i*wf.G,ht*e1Fe.Right.suite@UniVersa|7.1'o3RsUo6972,[-(..^ c:\Documents and settings \RoBERT HALL \My Documents \wightsoft HVAC \SALEM sF 883.rup Catc = MJ8 O '.012-Feb-20 20:31:19 Page 4 Pi1hL.fil Warkclhorrt Entire House Job: SF3tsl Date: FE820,2912 By: ROBERTHALLKARTCHNER HOMES 197 STOCKMAN BLVD , RIGBY , lD 834442 Phone: 745-8468 @ C:\Documents and Settings \ROBERT HALL \My Documents \Wrightsoft HVAC \SALEM SF 883.rup Catc = MJB O page 5 1 2 4 Room name Exposed wall Ceiling height Room dimensions Room area MASTER BED 31.0 ft 9.0 ft heat/cool'14.O x 17.O fi 238.0 ft' BED 3 31.0 fr 9.0 ft heat/cool 1.0 x 141.0 ft 141 .0 ft' Ty Construction numDer U-value(Btuh/ft4'F Or HTM (Btuh/fl1 Area (ft 1or perimeter (ft ) Load (Btuh) Area (ft1 or perimeter (ft)Load (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool o 't'l WH W Wrr . Wl-GlD tf-" Wln c F '12F{sw erc ..11D0 12FOsw 1zF{sw 61C 12FOsw 61C 714 :t2FOsw61C 12FOsw 11D0 168-44ad DftPartceil 22A4pl 0.065ntm o.ooo 0.065 0.065b.gso 0.065 0.350 0.350 0.065 0.350 0.065 0.000 o.o22 o.221 o.gB9 n n n se se s s 8W sw 4.41 25.90 9.00 4.81 4,8125.90 4.81 25.90 25.90 4.e1zs.so 4.41 0.00 1.63 16.37 73.19 0.47'l:1.s5 0.00 o.47 o.47 33.24 o.47 20.65 6.47 o.47 33.24 0.47 0.00 0.92 9.29 0.00 126,:25 0 153'o r0.0 0 0 238 0 0 101n Ite 0 0 .0'o 0 0 238 0 0 486 6470 736 0o 00 0 0 0 00 387 0 0 4E 249.c 1a 220 27:0 0 117 16 00 0 It6 0 141 27 101 {?6 U 141n 0 0 0 130 0 0486 414 0oo 649 0 ZJU 0 0 0 1 0 048 aen 0 0 064 0 130 0.. o 6 c) AED excursion -ol 103 Envelope loss /gain 2257 626 1 909 689 4 Infiltration b) Room ventilation 1292 n 125 0 1292 125 0 l?fntemal gains : Occupants @ 25O Appliances @ 1800 500 0 250 0 Subtotal (lines 6to 13)3548 1251 3201 1 064 14 15 Less extemal load Less transfer Redistribution Subtotal Duct loads OVt Oo/o 44 3592 0 za 1276 oo Oo/l 0 0 523 3724 0 0 097 1 161 0 Total room load Air requhed (cfm ) 3592 b: tzlo 81 3724 72 | 101 74 Righb.J@ Worksheet Entire House KARTCHNER HOMES 834442 Phone:745-8468 Job: SF3B1 Date: FE42O,2912 By: ROBERTHALL 197 STOCKMAN BLVD , RIGBY, ID 1 2 4 5 Room name Exposed wall Ceiling height Room dimensions Room area LAUNDRY /MECH 10.0 ft 9.0 fl heat/cool 7.O x 10.0 fl 70.0 ft, BED 1 25.0 ft 9.0 ft heat/cool 1.0 x 139.0 fl'139.0 ft" Ty Construction numDer U-value(Btuh/fl'z-'F) Or HTM (Btuh /ft'z) Area (ft1 or perimeter G) Load (Btuh) Area (ft 1or perimeter (ft ) Load (Btuh) CoolHeal Gross N/PiS Heat Cool Gross N/P/S Heat Cool 6 11 12F{sw 61C11D0 i. 12FOsw l2F{sw 61C 12FOsw 61C 71A. 12Fosw 61C .'l2FOsw 11D0 168'44ad DftPartceil 22A4pl Wl---clD Wt-----€ W F-G|-o WrG Wln 0.065 | n 0.350 | n 0.0001 n 0.0651 e 0.065l se 0.3501 se 0.065 | s 0.350 | s o.35ol s 0.0651 sw 0.3501 sw 0.0651 w 0.0001 w o.o22l0.22110 r8rl - I IIII IIII +.ar I o.+zl25.sol 11.5510.001 0.001 a.er I o.ttl+.ar I o.+zl 25.e0 | 33.241 4.81 | 0.471 25.e01 20.651 2s.90 | 6.471 +.er I o.4ll zs.so | $.241 4.81 | 0.471 0.001 0.001r.os I o.szl 16.371 9.291zs rsl o ool tltltltltltlrll IIIII I il 0l 0l3l0l 0lol,31 0l'31 olItIIII ol nl ;lol n! 0 0 a:0.o 90 0 70 0 0 ol0l0l 0l0l3l0l 0n u 433 0 114 0 0 fl0l0l 0l0lolol0l 0l 43 0 65 0 0 99 25 0 90 0 0 0 0 0 0 1170 139 0 0 '!l ::91 tlol-ol ', ',rol 0l "31'l IIII 350 |647 1ol 431iol ol 0 0 0o.o 64? 0 226 0 0 ssl28s Ial 4l' ,,oltl 0l 0 0 co 0 128 0 0 o c) AED excursion -0 Envelope loss /gain 547 107 1836 510 12 4 Infiltration b) Room ventilation 4'17 0 4t(1042 0 101 0 '13 250 1800 Intemal gains : OccuPants @ Appliances @ 1 250 0 Subtoial (lines 6to'13)964 14 2877 860 14 15 Less extemal load Less lransfer Redistribution Subtotal Duct loads Oo/l Oo/o -964 147 oo 0o/l 0 509 3387 0 0 89 950 Tolal room load Airrequired (cfm ) 3387 oc 950 61 Printout certified bv ACCA to meet all reouirements of Manual 8th Ed. &- 44- wratrtlit*efk. Right-Suite@ Universal7.1.O3 RSU06972 #Gh C:\Documents and Settings \ROBERT HALL \My Documenls \Wightsoft FIVAC \SALEM SF 883.rup Calc = MJB O 2O'12-Feb-2O 20:31:19 Page 6 Right-.J@ Worksheet Entire House KARTCHNER HOMES Printout certified bv ACCA to meet all requirements of Manual 8th Ed. Job: SF3BI Date: FE120,2912 By: ROBERTHALL 197 STOCKMAN BLVD , RIGBY , lD A34442 Phone: 745-8468 1 z 3 4 c Room name Exposed wall Ceiling height Room dimensions Room area BEO 2 15.0 ft9.0 ft heat/cool 1.0 x 135.0 fr 135.0 fi' HALLWAY 0fl 9.0 fi heat/cool'| .0 x '157.0 ft157.0 n2 Ty Construction number U-value (Btuh/ft4'F) Or HTM (Btuh fit') Area (ft1 or perimeter (ft)Load (Btuh) Area (fl') or perimeter (fr ) Load (Btuh) Heat Cool Gross N/P/S Heal Cool Gross N/P/S Heat Cool 6 1 Wla W Wt----crD WlG WlO c 12F{sw 61C11DO 12FOsw 12FOsw 6'tc 12FOsw61C 71I. 12Fosw 61c 12F{sw 11 D0 168-44ad DftPartceil 22A.pl 0.065 0.350 0.000 0.065 0.065 0.350 0.065 0.350 0.3500.065 0.350 0.065 0.000 0.022o.221 0.989 n n I se s s sw sw 4.81 25.90 0.00 4.8't4.41 25.90 4.81 25.90 25.90.4.81 25,90 4.8'l 0.00 1.63 16.37 73.ie .o.47 :! i.s5i0.o0 o.47 0.47 33.24 o.47 20.65 6.47 0.47 33.24o.47 0.00 0.92 9.29 0.00 2E 3€ 135 74 3€ 647.a 179 0 220 0 0 .rtSS 2890 17 0 0 0 0 125 0 0 0.0 0q 0 0 0 0 0 0 0 0 157 0 0 157 0 0a0 0 0 0 0 0 U'.0 0 0'256 0 o ..0 I0 0.0i0 0 0 0 0 0 0 0 145 0 lO c) AED excursion ^l-.1 -0 Envelope loss /gain 1396 464 256 145 12 a) Infiltration b) Room ventilation 625 a ot(0 0 13 lntemal gains : Occupants @ 25O Appliances @ 1800 1 250 0 0 0 Subtotal (lines 6to'13)2021 774 256 145 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 001 ool 71 2093 4( 814 Oo/.Oo/l 0 0-256 o 0 0 0-145 0 0 Total room load Air requked (ctn ) 2093 40 414 52 0 0 0 0 ^dk. *i*- i#rl*ttit**rrFia, Right -Suit@ U niversal 7.1.03 RSU 06972 ffi C \Documents and Settings \ROBERT HALL \My Documents \\/wightsoft HVAC \SALEM SF 8B3.rup Calc = MJB O 2O12-Feb-20 20:31:19 Page 7 SECONDFLO( R 1s "ft 8 42 cfm MASTER BATH MASTER WIC UNDRY/MECH MASTER BED D<-.- 52 cfm::::::::::::::::::: :: ]]:::::::::::::::::::_ Job #: SF3BI Performed by ROBERT HALL for : LARSON REXBURG ID KARTCHNER HOMES 197 STOCKMAN BLVD RtcBY, tD834442 Phone: 745-8468 Scale: 1 : 64 Page 1 RightSuite@ Universal 7.1.03 RS06972 2012-Feb-20 20:32:33 :\Documents and Settings \ROBER.. MAI] 177 ctm '177 cfm FAM/DI 6r' 14x3.25 RY 1 184 28x3.25R tl GARAGE 36'-0" Job #: SF3BI Performed by ROBERT HALL for : LARSON REXBURG ID KARTCHNER HOMES .I97 STOCKMAN BLVD R|GBY rD834442 Phone: 745-8468 Scale: 1 : 64 Page2 Right- Suite@ Universal 7.1.03 RSu06972 2012-Feb-20 20:32:33 C:\Documents and Settings \ROBER.. 197 STOCKMAN BLVD . RIGBY. Duct System Summary Entire House KARTCHNER HOMES lO 834442 Phone: 745-8468 LARSON KARTCHNER HOME REXBURG ID Job: Date: By: SF3B1 FE420,2912 ROBERT HALL External static pressure Pressure losses Available static pressure Supply/ return available pressure Lowest friction rate Actual air flow Total effective length(IE L) Heating 0.70 in H2O 0.38 in H2O 0.32 in H2O 0.151O.17 in H2O 0.061 in/100ft 920 cfm Cooling 0.70 in H2O 0.38 in H2O 0.32 in H2O 0.1510.17 in H2O 0.061 in/100ft 920 dm Name Design (Btuh) Htg (cfm) clg (cfm) Design FR Diam (in) HxW (in) Duct Matl Actual Ln (f0 Ftg.Eqv Ln (ft)Trunk BED ,I BED 2 BED 3 FAM/DIN /KITCH FAM/DIN KITCH -A FAM/DIN iKITCH -B FORMAL ROOM FORMAL ROOM -A MAIN BATH MASTER BATH MASTER BED MASTER WC h 3387 c 814 c 1161 c 2779 c 2779 c 2779 n 4750 h 633 h 692 h 2166 c 1276 h 759 65 40 72 140 140 140 92 92 13 42 69 15 61 52 74 177 177 177 40 40 10 20 81 10 0.070 0.076 0.069 0.067 0.074 0.065 0.067 0 0.073 0.064 0.069 0.061 6.0 6.0 6.0 6.0 6.0 6.0 6.0 0 6.0 6.0 6.0 6.0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 ShMtshMr ShMt ShMt ShMt ShMt ShMt ShMt ShMt ShMt shMt shMt 16.0 27.O 26.0 50.0 41.0 24.O 32.0 0 24.0 51.0 35.0 43.0 190.0 165.0 185.0 165.0 155.0 200.0 185.0 0 175.0 175.0 175.O 195.0 st1 st1 st1 stlA st1 st1 stlA st1 stlB stlA stlA Name Trunk Type Htg (cfm) clg (cfm) Design FR Veloc (fpm) Diam (in) HxW (in) Duct Material Trunk stlA stlB st1 Peak AVF Peak AVF Peak AVF 358 42 828 329 20 880 0.061 0.064 0.061 536 94 660 10.4 4.6 14.5 8x'12 8x8 8x24 ShtMetl ShtMetl ShtMetl st1 stlA Bold litalic values have been manuattyt overidden d# vvrlght*sff Righr -Suire@ U nivers at 7.1.03 RSU 06972 c:\Documents and settings \RoBERT HALL \My Documents \wrightsoft HVAC \SALEM sF 883.rup calc = MJ8 o 2012-Feb-20 20i31:22 page 1 tlame Grill Size (in) Htg (cfm) clg (cfm) TEL (f0 Design FR Veloc (fpm) Diam (in) HxW (in) Stud/Joist Opening (in) Duct Matl Trunk rb7 rb1 rM rb5 rbG rb2 rb3 0x0 0x0 0x0 0x0 0x0 0x0 0x0 419 184 85 57 69 40 65 532 81 84 29 81 52 61 232.O 287.O 154.O 209.0 179.0 121.0 94.0 0.075 0.061 0.114 0.084 0.098 o.145 0.186 421 291 270 179 258 164 207 11.5 8.1 5.4 4.9 5.4 4.2 4.4 4-14f.25 2-14r.25 14f-25 MA.25 14A.25 14r.25 14r.25 4-1 0136 2-10A8 10)€ 10)€ 10)€ 10)€ 10)€ SJSp SJSp SJSp SJSp SJSp SJSp SJSp rt1 rtlA rtl rtl rtl rt1 rt1 Name Trunk Type Htg (cfm) clg (cfm) Design FR Veloc (fpm) Diam (in) HxW (in) Duct Material Trunk rt1 rtlA Peak AVF Peak AVF 920 184 920 81 0.061 0.061 690 413 14.7 8.1 8x24 8x8 ShtMetl ShtMetl rt1 4* r,r.night:*sfr" Right -suite@ u nivers al 7.1.03 Rsu 06972 C:\Documents and Settings \ROBERT HALL \My Documents \\Mightsofi HVAC \SALEM SF 883.rup Calc = MJB O 2O12-Feh-20 20:31:22 Page 2