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Home My WebLink AboutALL DOCS - 14-00125 - 562 East 4th South - SFRPancY cw of *lll.lJt""eroprnent ::3lj Buitdins t"t*):; or Gode:-nPPfi""Uf" Additto Tlill'3""*t""*". Desisn o":uL1: Required: sPrinkler :Ytt::., or owner: Name and Addret 14-00125'r:#*:1,'ll'lo"..o' NIA No ShaY HigleY Constructton Gontractor: SPecial Gonditions: Residential, one-and two-{amily = 1'643'00 sq' ft' Utility, miscellaneous = 943'00 sq' ft' Unfinished basement (all use group) = 1'150'00 sq' ft' fir#'**{N#{grl:,;;r,pxf !,W!N/##H'- Date G.o.lssued: 08 t 20 / ZOta c.o.bsued or, @ Buitdlnglnspctor Mechanical tnspecfor; r Ptumbing lnspector.,^o,o.,,*ouJoi, FireAhrn There sil be no further&nge in the qbling occupancl{dficatiOn Of he h,}-- modificafiul or additions !; maOe to thc hildinq ory:.:.!:!,*il,rffi*"Iornur'nso,'nvvs'fi ffi illiltfil;;; !;;;1^,,fi.",cWor/rs qr : i ,r:::1: CITY OF REXSIIRG." c\t, _ Aneriru\ f am ily Comnwni ly RESIDENTIAL BUILDING PERMIT APPLICATION 35 N 1" E, REXtsURG,ID 83440 208-372-2326 PARCEL NUMBER:Nfle will ptovide this fot you) Please Complete the Entire Application! lf rhc qucstion does not applv 6ll in rr-A for non applicable w'c;cr* L ror#*l-suBDrvrsroN.{}critrir*r {*r,J fttr,k,5. uNrr# (Addressing is based on tlr*linformation - must be accurate) Dwelling Units:Parcel Acres: CONTACT PHONE PROPERTY ADDRESS:q{"iry- & /i t PHONE #: Flome Work Cell OWNER MAILING ADD EMAI Q9NT.RACTOR: MArLrNG aoonriiss: &'L; - ${trl$cir-i clrv i.l,urnt-{ I-:r r,\ll:s -xn' &'}-*S' PHONE,Home Work Cell Zltt'- 7"d00 IitvlAIl !:,{-r",\\!fl:w::yl"s* rDAHoRtrcrsrRA'r'roN # & EXP. oaTl-!4 a-i-&t$ll*X \ llow manl' buildings are located on this pr*p*rl I)idyourecentJyptrrchasethisproperty?ElNoEYesQfyes,|istprel.rousowner'sname)......."-- Is this a lot split? H xtl g3 \'l,s .- llll$*r- bnngu44 ot 'r.r*. le14ril rlc*r;r;ptirfl Df pn4rurt5,) pRoposnD L,sr'. ---- \;\t1' )U* 'I dt\i\i{ -, - (i.e., Single Family Residence, Multi llamily, Apartmetts, Remo'del, Garage, Commercial, Addition, F)tc.) cases of iurr. false _*irrrt;'ngrt or misrepreseflration of fact io ihe application or oo the plans on which the pcrmit or approval was based' Pcrmit void if not started wrtlfi\ I $r{iJrt*. Pemit void if work stops for 180 days.j-?-rtr -t+ Signature of t DATE lrrAANiNC - BUILDINc pERMIT MUST BE POSTED ON CONSTRUCTIoN SITEI Plao {ecJi aod rre paid ir full ar the rime of application begiffiingltrt try-I-W5 city of Rexburgrs Acccptatrcc of thc plan rcview fec doee oot constitute pl,en apptoval APPLICANT,S SICNATURE, CBRTIFICATJON AND AUTI.IORIZATION: Uoder pcnalty of periury, I hereby certifr that I have read rfiis application tnd statc that the information hcrcin is concct and I swcar that my infomation.which rnay herefter bc givar by me in h:TlS beforc thc lriaorirrg "rd Zonirg Commission or rhe Ciry Council for the City of Rexburg shall be truth firl and corrcct. I agree to comply with all City regulations md State laris relating tJthc subject matter of this application and hereby authorized reprcsentatives of the City to enter uPon the above-mennoned property for inspe6ions pr.porrr. Nbl'E, The uuitding orncia rnay revoke a pemit on approval issued under the provisions of the 2003 Intemational Code rn luh{ ,{PP.I-ICANT (If other than owner) . - - _'-- (.{pplicant if other than owner, a statement authorizing applicant to act as ageot for owner Dust accomPany this application ) APPLICAN.I' INFORMATION: ADDRE,SS {lIlY: PHONE #:Ilome Work CeI **Building Permit'Fees are dui at dmi of apptication*tt *'l'Building Pernrits are void if your check doeg not clear# oo Building SofetY DeP-orlment- CltY of Rexburg cl'lY OF REXBURG C\I, /'ntsri ca's fn nrrry' (:o ilnnuni D' 35N lnE Rexburg, lD 83440 www.rexburg,org Phane: 2A8372'2326 Fox:208.3593A22 PropertY Lines Eacrr site pian that is submitted to the city of Rexburg for the Building'ermit process requires that property lines are shown accurateiy. It is the Deveroper,s responsib'ity to correctly identify on the site plan the location of these Iines in reference to the public right-.f-way, other adfoining propcrty lines, the street, othet stq'gafures and all utility lines. The I)eveloper should frncr properry pins that are st'r ava*able at the lot in questior:' If these pins do not existorhavebecomeunrecognizablethenanewsurveyshouldbeperformed. Accurate propefty line infotmati'n is a musr for a timely review. In addition to finding existing propefty pins, Iegal descriptions should be checked. The best \May to identify propeffy rine l,cation is rvith a lancl survey' The city of Rexburg has aerial photos and a parcel line layer that can be checked' but they are only a tool and arc not guaranteed for accuracy. If you want to fequest a copy of your lot' see the front counter at the commuruty DeveloPment DePartment' I havc read and understand the above rcquirements' !7,-,--:Y---' - * Date t !-,.1t"-i - ll1 r)-\a'r+Sr*n", or a Buikler Printed Name a. l I Y,-o t- ---,-- nEx$unc ilnaing SofetYoePortment- - 'CW of Rexburg l,,r"r,,u:' rr'fiu t "**g 35 N. 1" E''Rexburg' ld 81149, ^ - Y:T::l:ffi::=* nt|iit"d!!!ReqUited! ! ! _Business Name rhe Plumber' lnc' Plumbing Contractor's ,laar"r, po eo* zrgs - ...-ss phone (2oB) 851-1140 ' l:'?:':? il:iffi; is?i i (s'o " + "r '"'"' n i}.Y w^*"I"t'n':i::*- nevice: $65r Grav water "t"";;;i;ow Device: lot,,.',.g9r-:::::::l^liJ":i;E #::'-'- ;Jsprinkrer head' wtuchever; Lawn SPrinklersT: -,n"i;i"',; -T:?:,#flf.y^"JJ{f}*: &i:,::"Tffi # n MultiPurPose frre rPrurN-^ -- is greater r/-( Sewer & water- if inspected at the same urne Sewu & Vaiet nstR Water Line n$65 Sewer $38 Sewer tT'i"ouna ;;Jj; ffi; tJ*o from sepuc to ory) tr $65 Sewer tu: otrpenfca$nenfiiiii,l;i. 'tffi:;.txIsr.icb=s ; i,I*-""6r0p01- $100'000 llffi.o-,, or,v.t"* - roo'u' ;over$1o0,00i,,Y,nocoasttlctcdoneachpto1lctty.(*BascdoaIiuiagspace' **,r;lr:iii*; y",,r, iaatuding arr buirdings wth witias uo'ot , 1,501 to 2,1g9 ,q rt - g1e5 i::;:'#;ir,::!r9rr,-g,30 .r.: -^,1oo0so;",;;-**::,',-,-:;J'f'ruu'x#oraddiuonar : a''?i;i*l;l ff':l:i|i,fi '' each addi'lionar 1'000 sq I "iio "i::": fl ^, . ,ft^o.-- + ^rh,rildinss) + ($65 x # or units)*"-,{,W#:;:^t.$260..'.o1j0perbuildrngpIus$65.Pero*..$,,ao*+..{ffi,,a-s : ;i[:,:'-?".ffi1t', # li*t #ff ffiltJf ro s $ 1 o p'r rixrure uP'[o'i h e m tMISCELLANEOUS n Plan Check f65 Per hour n Technical Servioq f65 per hour r Gu Uner $65 l.'k n Buifdingsoim 1: N. t. E., Rexburg, Id 83440 City of RexburgPhone - IZOSSZSTI-}OZO / Hotline - e0B)372-2344 / Fax _ e08)35g_3022 tlarericxi lirnrf fi znraraity OWNER,S NAME SDH Construction PROPERTYADDRESS@ OWNER CONTACT PHON O\XAIER EMAIL ADDRESS Requircd!!!ELECTRIC.4L Electrical Contractor's \2ff1s euinten Bair Permrt# tr Approved for temporary power! Approved for permanent power Business Name Grizzly Etectric Address 3982 E 170 N Cell Phone (208) 520-5225 city niglY--State tp Ziplnaa2 Business Phone (COMMERCIAL/IND-USrRIAL) Total cost of electrical system (contractedAmount) $----__- f:i{:;;::,;';:{;f,:;:i:#y{::;t;f#;'1it"po,s' ,,ppvngil rh;i;;'/i,t;iao t;, *,putton lpe,ha// appl1to an1 and a// electical in$allatiorcI Up ro gtO,OlO^^, I Between $10,001 - $100,000 f fr",.f ."., "f rl,r x 0.01) + g260 = gn ovet $100'001 ii@ x 0.005) + g1,160 = gSmall works (contractors oNLY): $1bE for;;il;;;;eng $200 i.'.or,lrJrot involving a change inservlce connections. Does NOT requrre inspection. RESIDENTIAL y:-;:;trj::tr!-7"*" iactuding arr buirdings with witiag bciag coastttcted oa cach ptopetty.(xBased oa ftuiag spacc, o 1,501 to 2,500 sq ft _ $1 95n 3,501 to 4,500 sq ft _ $3251,000 sq ft. or portion thereof i$:25 + ($65 x # of additional Threeormoremulti-familyunrts:$130perbuildinq|l":t.65_e.,'dt.,t. Existing Residence, Modular, vr"rr.ri'r"*[a oiiaouit. fi"-.., """a,Detach_ed shopil?s fee plus g10 per3'ffiTilTil:ft:T,ff iT::"il]:.::*:'r:x*s'q;;;;;iliurrar"g@ui,s' n Up to 1,500 sq ft _ g130 a 2,501to 3,500 sq ft _ g260 ! Over 4,500 sq ft fi325 plus g65 for eachadditional _ 1.000 sq. ft. or oortion thereoO).New: Mutd-Fa^iyo-.tiog G;;& ootrtI Duplex Apartment g260 n ! $il:?'Heatini/CoolingSystem..$65va;;Tffi?};;,;:#HHff'ffi"^, I Spas, Ffot Tubs, and Swimming pools; g65 fee for each tnp to inspectPuaps -Wa ter, Lciga tioa, Scwzgc (r" "h ;;;:;! $OS up to 25HP - .$95 - 26 ro200Hp ng130 over 200 HpMISCELLANEOUS I Tempotary construction services oNLY: 200 ampor less, one location (for a period not to exceed 1 year) - $65I Temporary Amusement: $65 fee plus $10 per ride, loncession or generatorl rrdgation Machine: $65 for cenrer pffot plus $10 per tov/er of drive motorI Technical Service: g65 per hour I Plan Check g65 perhour I Requested Inspection: g65 iuilding Sofety DePf riment- CitY of Rexburg 35N l* E., Rexburg, ld 83440 ovNER's NAME, sDH constr9ctrojl ;#H'ili'iio Permit# OV,NER'S CONTACT PHONE OVNSPN'S E,MAIL ADDRE'SS cI'ft oi^ REX3URfi...... _,._ {\J ...".---^. Awc ritdt F amilY {}c xt uur ttJ Requircd!!! Mechanical Contractor's Name Dennis Hayden Address 3851 E 22 N Mechanical Business Name Dependable Heating p,s12i1 dependablehvac06@yahoo'com 65 l($10*#oftot"ttt Fax ,::,,XX",::;:*!:y:";,T#I:H!:,:#:;;;':;:f;;:7::;::;;;::'fr':';";'?::;;tr;;":)n';;*;**','i,l ili,,,i,",'i $,: ;1;,; ;; -e ntio ned elseabere o n th i s forrn)' n Up to $10,000 (tptal cost of s)'stem x 0 02) + 60 = $ r Between $10,001- $100,000 t e"tffi;46** - ll*9ol x 0 01) + $260 = $ r over $100,001 1 G"'ii" "r 'il'"'"lroo'oob) x 0'005) + $1'160 = $ ngsioBNTIAL ,, L--:,).j^^- -i+h oiino beins coastucted oa cach ptopctty' (*Based oa ftuiag spacc' New: Siagle Family Dwclliag' includiag all buildings with widng being 'r'J" d"rtitioo below) n 1,501 to 2,500 sq ft - $i95 n Up to 1,500 sq ft - $130 -^ ! :,SOt t" 4,500 sq ft - $325 : 'd-l?i;:3f:l f [:;l?13' uut lfi;t addiuonar t'ooo sq rr or iortion thereor, o,, ,n.,"on, New: Multj-Family Dwclling (Coaaactots OnIy) n DuPlex APartment $260 lThreeormoremulti-familyunits:-$-l3Operbuildingq}:l95perunit:($13!x#pfbuildings)+($65x#ofunits) n Existing n"ria"rr"., Modular,-M"ttit.*'"a "i il'f"tif"fi"ti;;d D**t'ed Shop: $65 fee plus $10 per **FryAC equipment being installeg-*"{j[-Y.tt;-;;il co'esponding sq' ft of the buildtng MISCELI-ANEOUS n Plan Check $65 Per hour I Technical Service: $65 Per hour I Gas Line: $65 I Water Heater RePlacement: $65 i: Requested Inspection: $65 6,r ^^-r--narr n Fireplace/Solii Fuel Buming Appliance: $65 per inspecuon *Living Space - space wth'n a dweurng unit intended for human habitation which may.leaslnablY b.e utilized for sleeping' eatrng' cookin*' bathing, wasLung, fecfeaoon, and saniration olfT-; i., ,r,,f-i'htd basement is considered part of the living space xxp;21nples of HVAC Equrpment-futnace rePlacement' solar' water heater' etc' March24,2014HVC-C-1 164 x5131115 Dennis Havden Sionature of Licensed Conffactot -.-* Li..rrr. number & Ery:*[ RESIDEI\TIAL PLAN CHECKLIST ' Q003InternationalResidential Code) Date: ^l -1-/4 Building Permit Number: / t * /J-f ;' Project: S"- N" =S L'g lj:##C*#ou Address: / { - B5: Zoning: L{YL Number of Stories , I Basement' @No/Fin.@ Fixtures: l€l (Note unfinished basements as special condition on permit) .4\ Floor Area (sf): l&:4 Z, nrushed. / f 3 u' *,tolshed, qy' 3 garage Mechanical Fee: The following comments based on the 2003 edition of the lnternationat Residentiat Codeshould be resolved before a building permit is issued. This correction list is not a building permit. The approval of plans and specifications dqes notpermit the violation ofany section ofthe lntemational Residential Code or anyfederal, state or local regulations. E-PSsfR-bz,1f,S,to, 7/ 8,1,lDt tlt /zrt?, t9t lf , lK, 11 ,flt 7z/d3 PLAN CIIECK yl,egible Yl$rtood Plain r' './ Floor / Foundation Plan A.rllans v To.Scale ffutew ffit - nsa ",rou r-,v*a'-'/ ,/DesignCriteria (shall be identified on plans as Wind - 85 m.p.h., Snow - 35 lb. Per sq ft.) / Truss Calculation Sheets & Floor Joist Details / Mechanical Design t/ Energy Calculations (R320 & Ch 1l) B. Zoyggsircle one - new zonngdesignations adopted in 2005) QDBD 12,000 sf min. (width 80 ft. min) LDR2 8,000 sf min. (width 60 ft. min); Duplex 10,000 sq.ft.min. with C.U.P. RR2 27,780 sf min. (width 150 ft min) Duplex allowed with C.U.P, Other (Verify zoning requirements) C..b" r,/SingleFamily -Dupl€rF(LDRI only-@ D. Set Backs (taken from eaves) tlrontsetback (32ft.from curb) Note: 60%minoffrontyard green -/X"*set back (LDRI 25 ft. &LDR2 20 ft.) -/ttg"rset backs (6" for every ft. of building height with LDR - 7.5,min., & LDRI - 6,min.) / ___q_- ,.J L'."r., w !ul\r _ u, llrrtl.r, __.lBuilding-Height (maximum 30 ft .) E. Footings t/Proper Size (as per Table 403.l,use 1500 psf unless soil type is known, Table 40l.4.lfor soil bearing) t/x"a* (2 -tA continuous) ,/ ufrootngDepth (36" below finished grade and l2"below undisturbed soil; lg,,to top of slab - interior) F. pundation t/ Foundation walls w/rebar (city ordinance) Z',''AnchorBolts with 2"x2"x3/16-square washers (incl. interior bearing walls) R403.1.6.r ,/ --/ -- ----^.v-z u/ Fotndation Drainage (foundations on sift soil shall be designed per R405) Z^rproofingnvaterproofing to finish grade. R406.1 (frrd. extends 6,, min above grade R404.r.6) -Le+en4-seace access of 18" x24" min. R408.3 (may differ if mech appliance is in crawl space M1305.1.4) -:erarr#seace ventilation/Insulation:l sf vent per 150 sf. (,with moisture barrier I sf. per rs .) andwithin 3'of each comer (,insulate walls vent to inside of hom v(radng slope away from house. R401.3 G. Frame /S"ir-ic Hold Downs and Braced Wall panels @602.10) zJrcor" loists sized as per R502.3, wood I-joists sized per manufr. -,zSoistsunder Load Bearing partitions shall be doubled. R502.4 a(oarr"sized per R502.5 or per manufr. Tables for engineered products -/pantilevers (comply with R502.3.3 or manufr instruction) -'y' sheathing (3/4-min forjoi sts24,, oc & S/g,,for joists 76,, oc)R503.2.2 -'4wur1(bearing and nonbearing) stud sizes, height & spacingper Tabre 602.3(s)R602.3 -r-Headerc in Bearing wat shat be designed as per Tabres 502.5(1&2)R602.7 }:t::sses (desisned according to R802.10-r) 35 # snow and 90 mph winds (Locar conditions)'- Rafter and Truss tie_downs. (RS02.I0.5) /-y_Attrc Access 22,, x30,,min. opening (RS04 I{. Exterior Covering''trftasonryand stucci shall have weatherresistive barrier over exterior sheathing R703.2 & 703.9.1l. pof lovering and Ventilafion _.z!.oof Ventilation as per ilO;"^. ,/' _ylAsphalt Shingles (slop*2:l 2)w/ iceprotection. (Othertype: to comply wtRSOS.:6J.y'irewalls ' J "'^v t' Gnage/House drywall separation (protect ext- wails & beams supporting habitabre space) R309.2-ufi'oo'from Garage to House (1 3/g'solid wood or steel door, or 20 min. fre -rJ;;oon., -w*Iftily Dwetlingseparation (l hr fire separation) supporting structure also rated. R3r7.l_Tr4tieeoffies & Townhouses e,hr separati on & 4,overlurnprotection orparapet) RjI7.2 -en€*rwarls paralrel to and within 3 ft ofproperfy rine d No openings. R302 _+enetrations in previous 3 items to comply with R317.3 K.;Gen eral Req uirem entsiu- House Numbers R32l ,t' ff:t .**:ott 3sf window or Mech' ventilation in bathrooms, water closets, and sim'ar rooms. R303.3v rntenor and exterior stair ilrumirration sha' comply with R303.6.,/ - - -^'-Y'J 'Yrru nJUJ.O. vBathroom Fixttue clearances comply with Figure R307.2'/ ,/-lloneroom at least 120 sf ; "frn", habitabrerooms 70 sf. min d a min. dimension of 7 ft...R304*areas w/ sroped c9tti,,g' tr" ii15 J? in .h;trh;" i ry::4;;;i;;;;;r-!a1t 7 ft Do Noi eompry+50% or more of the ,a;;;-;ea must b" ot trori 7ft high tr)-;*r.t sroped ce,ing t/Egress clearance from window wells under cantilevered floors. R310.2 y(t*nf atHazardous Locations R308 fEmerg"ncy Egress in all sleeping rooms and basements with habitable space R310 -{Oo"required Exit Door shall comply with R311-4 4errrd:rrrgs at top and bottom of stairways R311.5.4, and each side of each exterior door. R311.4.3 ,/Sr^rRif / Rtrn (7 3/4" max.rise & 10" min, tread, nosing req'd if <1 t"1 v{tatrwidth (36. min), _.tSt^t*uy Headroom (6' 8" min.) _4lnanarils (34"to 38" above stair nosing)(R311.t -=@ae*ionsforcircu1ar,spira1andwinderstairwaysandbu1kheadenclosuresR311.5.8 ,/St**uy Protection (enclosed accessible space under stairs shall be covered with 1/2" drywalt) R-311.2-2 lftoardr^ls complying with R312 / Smoke Alarms Cach.bedeom and common area and one on each level) (R 313) L. Energy /r,/Homes with glazin g< lilYoof gross area of ext. walls (Townhous es <25Yo)to comply w/ Chapter 11. *Otherwise shall meet requirements of IECCfor respective building type.Nll0l.Z y'Vapor retarder on warm in winter side of walls, ceiling and floors R318 / *Water Heater heat traps IECC 504.7-,/ ' vbact sealing and insulation Nl 1 03.3 &4 or IECC 503.3.3.3, 503.3.3.4.3 _Plans match quantities & values on a "passing" REScheck compliance report M. Mechanical /1*appliances not in bedrooms, bathrooms, toilet rooms, or storage closets G2406.2 ,//Roomaccess 24" minwidth/Attic access clear opening 20x30/Under floor r.o.22x30. M1305 AO"rVent length 25' maxw/ 8' transition (-5'per 90 deg turns) M1501.3 Itu"chase shown on plans (B-vents not to be inside insulated walls without insulation shield) ,./ R*"JovL o r,t hl // AoA< AeeL"L York Engineering Inc. Structural Calculations 5628.4 S. Rexburg, ID Cascade Copper Creek Homes 1825 Midway Ammon,Idaho 83406 I 14-00125 562 East 4th South- SFR Office Copy rN0rNttu||0 March 24.2014 Structural Calculations For: CopPer Creek Homes Plan #: Cascade Location: 562E.4 S. From: York Engineering Inc. 2329 W. SPring Hollow Rd. Morgan, Utah 84050 (801) 876-3501 Design Criteria 2012 IRC: RoofLoad; Roof Live Load (PSF) 40 Dead Load (PSF) 15 Floor Load; Live Load (PSF) 40 Dead Load (PSF) 10 Seismic Zone: D Wind Speed: 115 mph ult. Exposure C or 150 mPh ult. ExPosure B March 24,2014 Material Properties & Assumptions Concrete (fc'): 2500 psi(found.) to 4000 psi (susp. slab) Concrete Reinforcement: ASTM ,4.615 Grade 60 & Grade 40 Site Conditions: Dry & Stable granular based, 1500 PSF Bearing Capacity, Granular Based Backfill (KH=35 p"il,Slop" noito exceed 20o/o, Setback from slopes is minimum of 25' Dimensional Lumber: Hem or Doug Fir #2 & BTR Steel: ASTM ,4.36 Use Simpson straps and tie downs, and meet nailing, reinforcement and other structural requirernents a, not"d on the drawing and within the pages of this document. These structural calculations are based on conditions and assumptions listed above. If the conditions listed herein are not met or are different it shall be brought to the attention of the engineer. Roof Truss and beam system to be engineered by the suppfier. This engineering assumes that the building site is dry and stable, a high water table or adverse soils such as plastic clays, fills etc. could cause friur" flooding, settlement, site instabilrty, or other adverse conditions. Verification of and liability for th! soil bearing pressure, site stability, and all other site conditions, including site engineering as required, iJthe responsibility of others. These calculations and engineering are for thJnew buitding structure only and do not provide any engineering analysis of or liability/wanun[, for the non-itructural portions of the building, or the site itself. York Engineering Inc. does not assume the role of "Registered Design Professional in Responsible Chirge" on thi. project. The purpose of these calculations and engineering is to help reduce struciural damagi and loss of life due to seismic activity andlor high wind conditions. The contractor shall veriff all conditions, dimensions and structural details of the drawing. All exterior walls shall be sheathed with7116" APA rated structural wood panel. Block all horizontal edges I Yz" nominal or wider. Sheathing shall extend continuous from floor to top plate and be nailed at least 4" O.C. along sill plate. Nails shall be placed not less than/2" from fN0||rttH|\0 edge of panel and driven flush but shall not fracture the surface of the sheathing. Extend sheathing over gable end to wall joints & over rim joist between floors and nail to rim and wall plates 6" O.C. The following general requirements shall be followed during construction: 1. Contractor to verify all dimensions' spans' & conditions and notiff engineer of any elrors' omissions, or discrepancies prior to construction' 2. Use Simpson A3i ties eaih cantilevered joist to sill or top plate. 3. Use Simpson Hl,H2.5 or equiv. ties each end of each truss. 4. Use 112,, x 10" J bolts 32" o.C.all foundation walls up to 8'. Use 5/8" bolts with all walls over 8'high. IJse 3" x 3" x 1/4" washers 5. If discrepancies are found, the more stringent specification shall be followed' 6. All multiple beams and headers to be nailed using l6d two rows 12" o.c' 7. Contractor shall assure that all materials are used per manufactures recommendations' 8. Site engineering and liability shall be provided uv t!9 owner/builder as required' 9. Connecl beams & headers over 6 ft., to trimmers with appropriate connectors/hangers' 10. Contractor shall assure that footings are properly drained and that soil is dry and that footings rest on undisturbed native soil and thai Uuitaing horizontal clearance from footings to adjacent slopes be a minimum of 25 feet and that the inient of IRC section R403.1.7.2 is met. If set back requirements of R403.1 .7.2 cannotbe met then contact engineer for further design requirements' 10. The contractor shall conform to all building codes and practices as per the 2012 IRC' 1 l. use balloon framing method when connecting floors in split level designs. 12. Nail all shear wallsio floor joist using 2: 16d 16" o.C. Add additional floor joist as reqd. 13. Provide joist and rafter hangers as per manufacturers' specifications' 14. Foundation steps shall not exceed 4 feet or t/zthe horizontal distance between steps. Horz' re-bar shall be 12" O.C.through step downs and extend 48" either side of step l5.If garage return walls are liss than 32" wide then extend headers across return walls with 2 1.ing Juds on either end extending from the top of the header to the bottom plate or install (2) USf :O straps each end of header extend across wing walls' 16. Use a minimum of 2-9 t/2" LYLs for all headers carrying girder loads. 17. Use 1 1/8" wide timberstrand or equiv' for all rim joist 18. Provide solid blocking through structure down to footing for all load paths. 19. Builder shall follow u-il r..o-.endations found in all applicable Geotechnical reports. 20. Stacking of two sill plates is permitted with 5/8" J-bolts through both plates. Stacking more than two plates is not permitted without special engineering Plan: Gascade Date: 24-Mar-14 Location: 562E4 S, Rexburg left right interior 150 150 150 2500 2500 2500 333 Footing Calculations back Concrete Specs Density (pcf) Strength (Psi) Clear Cover Thickness (in) Foundation Overall Height (ft) Height Above Grade (in) WallThickness (ft) Thickness (in) Weight (kips/|ft) Footing Specs width (ft) lMdth (in) Height (ft) Height (in) Weight (kiPs/|ft) Area per lft Soil Specs Density (pcf) Soil Pressure (Psfl Weight (kips/|ft) Building Loads Roof span Roof (kips/1ft) WallHeight (ft) WallLoad (kiPs/|fi) Floor span Floor Loads (kiPs/|ft) Total(kips.lft) Calculations TotalWeight on Soil (kiPs) SoilLoad (ksf) Required Footing Width (in) Required Footing DePth (in) front 150 150 2500 2500 33 0.67 0.67 88 0.67 0.67 88 0.07 0.07 1.50 1.50 18 18 0.83 0.83 10 l0 0.19 0.19 1.50 1.50 125 1 500 0.03 29.5 0.81 9 0.18 16 0.40 1.39 1.65 1.10 1U 10 0.67 0.08 81 0.67 0.67 88 0.07 0.01 1.50 1.33 18 16 0.83 0.83 10 10 0.19 0.17 1.50 1.33 125 125 1500 1500 0.03 0.00 11.5 0.32 9 0.18 2 0.05 0.55 20 0.55 9 0.18 17 0.43 1.16 1.41 0.94 0.67 8 0.67 8 0.07 1.50 18 0.83 10 0.19 1.50 125 1 500 0.03 21 0.58 9 0.18 2 0.05 0.81 1.06 0.71 1E 10 0 0.00 9 0.14 32 0.80 0.94 '125 1500 0.03 1E 10 0.80 1.11 0.53 0.83 lU 16 10 10 Plan: Gascade Date: 41722 Location: 562 E 4 S, Rexburg Sawn Lumber RB-3 RB4Load Parameters Floor Live Load(psf) 40 40Floor Total Load(psf) 50 S0FloorlSpan(fi) O OTotalFloor Load(plf) 0 OWallHeight (ft) O 4WallWeight (psf) 20 20WallLoad(plf) 0 80Roof LL (psf) 40 40Total Roof Load(psf) 55 55RoofSpan(ft) g2 4Total Roof Load(plf) 8BO 110Beam Weight (plf) 5.6 3.2Live Load (plf) 640 80Totalload (plf) 886 193 11 55 2214 483 2214 483 2767 604 2214 483 9.25 5.25 33 1.10 1.40 27.75 15.75 198 36 776 526 935 1190 1.20 2.26 165 210 3053 2205 1.38 4.57 1.82 0.40 1300000 1300000 0.03 0.02 360 360 0.17 0.17 4.76 6.97 0.05 0.06 240 240 0.25 0.25 5.16 4.33 2:2x10 2:2x6 RB-5 40 50 0 0 4 20 80 40 55 31.5 866 3.2 630 949 1 4 1899 1899 1899 1899 5.25 3 1.40 15.75 36 1653 1 190 o.72 210 2205 1.16 1.56 1 300000 0.08 360 0.13 1.73 0.12 240 0.2 1.72 2:2 x6 1 8 697 697 1395 697 7.25 3 1.20 21.75 95 637 1020 1.60 180 2610 3.74 0.57 1300000 0.06 360 0.27 4.48 0.13 240 0.4 3.08 2:2x8 FB-1 40 50 28.5 713 0 20 0 40 55 0 0 3.2 570 716 1 3.5 1252 1252 1096 1252 5.25 3 1.40 15.75 36 954 1 190 1.25 210 2205 1.76 1.03 1300000 0.04 360 0.12 2.85 0.05 240 0.175 3.41 2:2x6 RB-6 40 50 0 0 3 20 60 40 55 4 110 4.4 80 174 Reactions & Moment Duration Increase Beam Span(ft) Reaction 1 (lb) Reaction 2 (lb) Max Moment FtLb Max Shear Lb Determine Beam Size Depth Estimate (in) \A/idth Estimate (in) CF= Area = Momemt of lnertia I = Maximum Bend Stress = Allowable bend Stress Factor Of Safety = Allowable Sheer Stress Max Shear Cap (lbs) = Factor Of Safety = Bearing Required = E (psi) Deflection LL (in) Lload Def. Limit U Allowable Deflection (in) LL Deflection F/S Deflection TL (in) Tload Def. Limit U Allowable Deflection (in) TL Deflection F/S Selection Plan: Gascade 549g Date: 41722 Location: 562 E 4 S, RexburgLVL Beam Load Parameters Floor LL (psf) Total Floor Load(psf) Floor Span (ft) Total Floor Load (plf) Wall Height (ft) WallWeight (psf) WallLoad (pl0 Roof LL (psf) Total Roof Load (psf)Roof Span (ft) Roof Load (plf) Beam Weight (ptf) Live Load (plf) TotalLoad (plf) Reactions & Moment Duration lncrease Beam Span(ft) Reaction 1 (lb) Reaction 2 (lb) Max Moment FtLb Max Shear Lb Max Shear Stress (psi) Determine Size Depth Estimate (in) Width Estimate (in) Cross Area (in^2) Allowable Bending Stress = Allowable Moment = Momemt of Inertia | = Factor Of Safety = Allowable Sheer Stress (psi)= Allowable Sheer Force (lb)=Factor Of Safety = Bearing Required = E (psi) Deflection LL (in) Lload Def. Limit L/ Allowable Deflection (in)LL Deflection F/S Deflection TL (in) Tload Def. Limit L/Allowable Deflection (in) TL Deflection F/S Selection RB-l FB.2 40 40 50 50 o28 0 700 20 20 20 400 40 40 55 55 264 701 110 16.2 14 510 640 757 824 11 16 14 6060 s769 6060 5769 24240 20193 6060 5769 108 118 {6.00 3.5 56 2500 31114 1 195 1.28 285 10640 1.76 2.31 1 900000 0.33 360 0.53 1.61 0.49 240 0.80 1.63 2:16" 14.00 3.5 49 2546 24258 800 1.20 285 931 0 1.61 2.201 900000 0.36 360 0.47 1.28 0.47 240 0.70 1.49 2:14" Plan: Cascads Oate:11722Location: 562 E 4 S, RerburgTJI Joist span (fl) 21o Depth 16 1 1.E8 Load Parametets Floor Dead Load Floor Live Load 10 Total Floor Load 40 50 1 16't6 2.8 69 556 2223 556 11 7t8' 3620 1.63 980 1.76 2.O0 0.53 0.80 243 0.31 0.40 1.73 1.99 11 718" 210,s @ 16,, o.c Simple Span Joist Duralion Increase Joist Span(fl) Joist Spacing Joist Weight (pff) Joist Loading (pto Max Reac-tion (lbs) Max Moment (FtLb/f) Max Shear Lb Determine Joist Size Depth Max Moment 1007o (fl-lbs) = F. S. for moment = Max Shear 100% (tbs) = F. S. for shear = Bearing Required (in.)= Live Load (L/360) = Total Load (U240) = Elx10 6(lb-in^2) Live Load Def,ection (in) Total Load Deflection (in) Live Load F of S Total Load F of S Selection plan: Cascade Date: 11 Feb 2014 Location: LS Bl Dl 5582 Truscott BelmontSeismic Calculations Loadlng Summary FloorDead Load (psD 10 Seismiczone EFfoor Live Load(psf) COWalls(ExtxpsD 20 RoofLL(psD 40Walls (lnt)(psf) 10 noor OLipsj rsRoof Dead Load(psf) 15Roofslope 8 h2Exterior combination Snow Load Reduction Slope Snow Pitch over 20 Rs Reduction L.L.- Reduction Total Load Seismic Paramatens V=Cs"vV/'|.4 Fa= 1 R= 6.5 table 1617.6Ss= 1.772 !Tt= 1.77 eq. 're16 5qs= 1.18 eq 16_18 Cs= 0.218 per eq. 1G49Adj. Factor 1.4 cs= 0.1556 33.69 40.00 40.00 55.00 Roof Floot 2 Floor 1 Floor I Laterat ForceFloor 2 Latoral ForceRoot Laterat Forcefotat Se|smic Mass =Total Laterat Force = wdrh w(b)66 85008 9760 94768 14748wdth w(b) 660 9760 0 0 wdrh w(b) 66 16160't2200 28360 4414 o/o Fot@ Total Sheer I100.00% 14.748217o.uo' 14.t4A211o.tu"h 14.t4a21/ 114t4A Shear Wail Load (DtR Not Appttcabte Not AppttcaDte Not Appticabte Not Apptic€lbte Shear Wall Load (plf)249 131 223 2lJ6 Shear Wail Load (Dlf)Not Apptt€bteNol Appticabte Not Appticsbte Not AppttcaDte Length W(psf) 56 2g roof wall Total Mass Tributary to Roof Levels =Shear M(lbs) Roof Levels = Length W(ps0 tbn56 10 560wall height 0 Total Mass Tributary to Floor 2=Shear M(bs) Floor Levels = Length W(psD tb/fr56 10 560wall height 8 Total Mass Tributary to Floor 1=Shear M(bs) Ftoor Levels = Lb/ft 128A Uu14t4Atz31za14t46 Seismic Force DFtribution* Roof sections *' it ), Wx) kip W(l)ttxliiss[ if' I" l*ov/sum(w-Hr) = J3!"i?, ?3,","n"".1'ollt=o t1?l,".T$1l,i$""'*"" il'."1"' Lensth [ti':8" ia ;Br:* ,2 ii r-.(totat) Length 14.7t.4 25.5/.4 56.5t.4 33|.4 35.5 F(totat) Length14.7 7.4 107.4 107.4 to1.4 10 WAII DL FIOOr DL180 425180 400160 50180 50 calcutate ujrtt , Force Req.d to prevent ot (tbs, fa-net Length (fl) Z JflTl 24e4 itlrctsacK 1886 sie-Risht iita qliqLeft izt ti6' Ftoor't sneer YYatlTotat Load (kips)ngnt stdelelt stderont back Ftoor z Sneer wallTotal Load (kios)nght sideteft side ront oack shear wal crittcat LengthsFront Back Right Lefr Root uL 550 411.25 316.25 577.5 cnttcat | (tt) 5 4 14 4 UL OD769 927 364 538 ru s# ?r;l plan: Cascade Date: 11722 L@tion: 562 E 4 S, Rexbu.g Y1d.lo:di1S_9rtcgtations qsing Main Wndforce{osistin g system (MWFRs)LonCitudin!l DiEction Wind Derlgn Cefidcnb P=wind loEd*exD @efl*lw P=Design Pressurc Horizonlal \Mnd Load (fiom lable j609.6.2.1(1) Wall Load (ps0r end zone (A) 14-4inleriorzone (C) 1j.5Roof Load (psD= end zone (B) 9.9 inleriorzone (D)7.9Vedi€lWind Load (ftom tabt€ j609.6.2.1(1) Roof Load (psD= €nd zonewindward (E) 1.,1End zone leeward (F) -8.8 interiorzone windward (c) 0.4 interiorzono leeward (H) 0.4 Exposure Coefficient (from table i609.6.2.1(4) 1.21lFlmportan@ Factor (from table ,1604.5) 1.0 Wlnd Stsd r ExFor. RdSlop. Rol Angh (d{)- P=wind load'exp coefttw horizontal wall inieriof horizontal wall end zone horizontal r@f int€rior horizonlal roof end zone verti€l end zons windward vedi€l end zone leilardvertiel interior zong windward veali€l interiqr zon€ leeward .4*Hmeen ,1 *base Hlp R@f Ld End hterior W.il Ld End |nterior 90 RoofHeight j.t.33 C Wafl Height 9Truss Span 34 I t1233.69 sine = 0.5547 Minimum pressure Adjusted 13.92 13.9217.42 17.429.56 lo.oo 11.98 11.981.33 i.33-10.55 o.oo0.48 0.480.48 0.48 5.8666667 5.6 End Zone Wdth (ft) 5.6Intedorzone Width (ft) 54.8 G.ble Rd L€d Eno Intenor znd storyEnd Zone Wdth (fl)2nd Storylnt€rior Zone Wdth (ft) Hclght Wnd Ld3.5 17.423.93 13.92 Sum = Wiod Ld 1't.9E 10.00 Total 5.6 54.8 width 5.6 54.8 Area 746 7.306667 Wktth H.lght Wtnd Ld5.6 r.0 17.4254.8 1.00 13.92 Sum = Forc. (lb!) 5644 5982.s3 For€ (lb) E960 73 9033 2nd SlorFd€0b/fr) Fo@(tbt195 195.15763 762.54957.691 957.69 Fore (lb5) 710 690 wHth bngthend zone windward 6 25.20leererd 6 25.20fntenorzone windward 55 25.20teewrd g5 25.20 TRUE FALSE TRUETRUE Fl6r 2 Dlaphrqm Sh€r Total Shear (tbs) Frcnt Wall Length Back Wall Length Fl@r t Di.phr{m Slsr Total Sh€af (lbs) Frcnt Wall Length Back Wall Length kment Dt.phralm She. Total Shear (lbs) Frcnt Wall Length Back Wall Length Critical Wall Length (ft)= Front Wall Dead Load (plt= Frcnt Wall Criti€l L6ngth (fl)= Back Wall Doad Load (ptD= Back Wall Cdti€t Lengih (ff)-- 9033 10 10 ShearWall Loads (plf) Not Appli€ble Nql Appliqbl€ thearWall Loads (ptf) 253 235 ShearWall Loads (ptf) Not Appli€bte Nol Appliebte Total 15029 Total (plD 62 16695 176s3 10 10 769 927 2 Calcul.to Uplifr , Force Reqd to pnvent OT (lbs)panet Length (fi) 2 3Front 810 456Back 546 i13 4 102-319 81012-1313 -2020 -272A-2049 -2914 _3779 plan Date . Location Micro-Lam Beam Uniform Loads Uniform Ftoor Span (ft) Total Uniform Floor Load (plf) Wall Height (ft) Wall Weight (psD Wall Load (ptf) Uniform Roof Span (fr)Tolal Uniform Roof Load (plDPoint Loads 1 Distance from Left (fr) 1 Point Live Load (tb) 1 Point Dead Load (tb) 2 Distance from Left (ft) 2 Point Live Load (lb) 2 Point Dead Load (tb) Partialy Uniform Loads Uniform Span (ft) Live Load (ptO Dead Load (plO Distance of left side (ft) Distance of right side (ft)2 Uniform Span (fi) 2 Live Load (ptO 2 Dead Load (plD 2 Distance of teft side (ft) 2 Distance of right side (ft) Tapered Load Tapered load teft (ptO Tapered load right (pt0 Left Distance (fl) Right Distance (ft) Beam Weight (pt0 Cascade 3t24t2014 562 E. 4 S., Rexburg RB.2 0 0 2 20 40 4 110 0 0 0 2 2970 1114 0 0 0 0 0 0 0 0 0 3.5 0 0 0 0 12.06 1 9 3905.7 1636.8 7449.9 2.0 390s.7 93.9 11.88 3.5 41.58 17837.82 489.03 2.39 140.90 2.O2 2.03 34.38 82.33 2.39 1900000 o.o7 0.30 4.8 0.10 0.45 4.4 Reactions & Moment Duration Increase Beam Span(ft) Left Reaction (lb) Right Reaction (tb) Max Moment FtLb Max Mom dist from Lefl Max Shear Lb Max Shear Stress (psi) Det€mine Size Depth Estimate (in) Wdth Estimate (in) Cross Area (in^2) Max Moment lOoolo = Momemt of Inertia | = Factor Of Safety = Max Shear 1OO% = Factor Of Safety = Bearing Required = Load S Beam S S Factor of Safety E (psD Deflection LL (in) u360 LL Deflection F of S Deflection TL (in) u240 TL Deflection F of S Selection 2: 11 718" LVL plan: Crlcade Oate: 11122 Lo€tion: 562 E 4 S, RexburoWind Loading C.lculationr qring Main V\rindforcsdrirting Syctom (MWFRS)Tnnlve6e DiFction Wlnd &slgn Ceffict.ht P=wind load*exp @efr1w P=Design PressuG Horizonlal Wind Load (frcm table i609.6.2.1(1) Wall Load (psD= end zone (A) 14.4inleriorzone (C) j1.5 Roof Load (psO= end zone (B) 9.9inte.ior zone (D)7.9Verti€lWnd Load (from table 1509.5.2.1(1) Roof Load (psD= end zonewindward (E) 1.1end zone leeward (F) €.6inleriorzone windwa.d (G) O.4 interiorzone lewerd (H) 0.4 Exposure Cooffcicnt (frcm table 1609.6.2.1(4) 1.2,1lFlmporlan@ Factor (ftom table j6O4.S) 1.0 Wlnd sp€cd - Exfu16 Rd Stope. Rot AnlL (d€9)- P=wind load.exp coefilw horizontal wall interior horizonlal wall end zone horizontal roof interior horizonlal roof end zone verli€l end zone windward vsrti€l end zone leilardverla€l inierior zone windwardve.ti€l intsrior zone leewa.d End Zon€ Width (ft) InteriorZone Widlh (fi) G.blc R@f Load Hlp R6t L@d Wa[ Ld V.dlcll Fo@ End HX'^ il'" lnlerior 44.8 1.OO WHth H.tght 5.6 3.5 44.8 3.93 Area 634.6667 5.973333 Lngh42.20 42.20 42.20 42.20 Wnd Lo.d Fo@ {tk}17.42 339't3.92 4614Sum= 4952.6U 11.98 760310.00 60Total 78F.2 WlndLd Fo@(tb.)17.42 19513.92 623Sum = 818.5408 Wlnd Lo.d Force(tbr)TRUE 1I8FALSE OTRUE 945TRUE 945 10 Roof Heighl i j.33333 u Wail Heighl 9 Truss Span 34 ah233.69 Sine = 0.5547 Minimum pressure Adjusted't3.92 13.9217.42 17.429.56 jo.oo 11.98 11.9E1.33 1.33-10.65 o.oo0.48 o.4E0.48 o.4E .q.9 2nd sroryEnd Zone Width (fl) 5.644.a 2nd Srorytnterior Zone wdii tnl 4i.; End Inlerior End Interior 7662't0 10 't4211 za,5 15029 10't0 2nd Story 195..1486 623.392 818.5408 Floo.2 Otiphragh Shq. Tolal Shear (lbs) Lefr Well Length Right Wall Length Floor I Ot.ph.agm Sh€r Tolal Shea.0bs) Left Wall Length Righl Wsll Lenglh h.eedOlaphr{m Sh*r Total shear 0bs)Lef, Wall Length Right Wall L€nglh wHthend zgn€ windward 6teewaad 6intEriorzonswindwad 45leewa.d 45 Panel Leng$ (n) 2 She.rW€ll Lords (ptO Not Appli€ble Not Appli€bte ShqrWall Lqad3 (ptO ShearWall Loadt (plo Not Appliebte Nol Appli€bte Total 12653 Tolal (pl0 8t 126 279 Criti€l Wall Longth {ftf3Lefr Wall Oead Load (ptf)= 538Lefl Wall Cdli€l Length (n)= 3Right Wall Dead Load (pr)= 364Right Wall Criti€l Length (fl)= 9 Calculate Uplift , Force Roqd to pBvont OT (lbs) Front Back 304 79 4-'t47't'l1a 81012-1048 -1499 _1950 555 288 12 Ot ornqrou ,S ' I 299lcvJSv3 slnoH )llEc t:ddoc L0sc_918( L08) OEoIB qDln 'uo6ro^ PU aoiloH butrds M 6ZCzsr$touv,Puv u6/sac lorntrn4saul DurrEeur6uf llol Ec t; i; t:t 9E; , #i ii eiii, s#fffi f ii;i, ;5,i,;;,'ff; ff s'lrvll0 tvumcnus l9 t iri tl l iH i'5, t! | ,i I ii:rffiffi*mffigffffiffi #.ffi il! u!g!; Biliiisiiil'ilifffffliiiiff ,,,f;',; iffi#F E a F 6 I 5 ; 9da>s: ;i; t E _;l b9e€28 00e)ln'Ntouoyr'CE ,$OTbl{ O+lgdg /$ 6ZC?cit citfl3NpNS XJOr 5:E E- t;2t.' 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E a u! !, $;l Fiisl9onfui r ,'sTEU;> t0st-9la(108) ogot8 qoln 'uo6row pu aoltoH 6utrds il 6zczsrstouv PUV u6rsac lohlrnrls')ul bu'raaur6uf,ttol ct,6hq!3u.s r l zgql0v3sv3 s:noH !:tuc Etddoc L0sc_918(LO8) 0E0te qotn uDbrohpU {oiloH 6ur/ds il ^7;,s,sllolv puv ,6,"ac i;,;;;r.-oul Durraaurbul lro,( Cl.6rnqtau,S, I Z9glcvSsvc sfnoH )lltc ufddoo ffiffi$gffi 339FDD iil- E!Hr.s9YFi')aqaEf* H EB:FE f I g I c. $g$g$ffii iFdFf$FF$*E$ \:/ llti laII IFt:ltlaIFll $$iie$$$q€$$--Jgul.!.l.rrnIoUO!i$$$dd ' ' lSaaa8SSll"r-YY6E+>>>dEdl $$is$$iifr$orFe-- UU3S - =rrf;!;!6 tst;5iq'$ S $ tri$ 7. is PI {Eiri;9r !: FE ,FtiEE ri;$$$ggEF iffiffi $$*$ $.'g |!DP:lzQ> i > alo E6+-$l$.is 6 q H' $3 lt E dig€sg;$ {i "u€3:d'd=;iE[$E$slPq *s q o!i SqR q IE$IFEtlri $iisE I I d F I5o a E I a i a& t I ;l ,!i-c dr d 12 R *l ,a dr ddq 2 iE iFg5iEi Iti!i;" :. gls it fq 5 ,e6,lF i3 ag +isc3i 35 z a+ I a, tats?..=;; iii;trd9:3{;{s9;1!i Tir ! o o r '\, a o 9:8bJr:9 oli!sdir |€ i +?<EggB UFH6'9 6H ds 5 Fb x8(, a) 3oo j FFE F [-_-li lli| .---- t: *R O S CS Bm4.605 EBURG 1616 SC Cascade FloorBeam l5'-0" Member Data Description: Standard Load: Live Load: 520 PLF Dead Load: 200 PLF MemberType: Beam Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Moisture Condition: Dry Deflection Criteria: U360 tive, Ll24O totalDeck Connection: Nailed Application: Floor Building Code: IBC/lRC MemberWeight 15.6 pLF Min Requircd 1.632" 1.632" Maximum Load Case Reactionsused ior applying pdnt loads (or line loads) to @rying membetsLive Dead1 3786# 1570# Allowable Stress Oesign Loading Total Load D+L Total Load D+L Total Load D+L Tolal Load D+L Product: 2.0 Rigidlam LVL 1-gt4x1i-7t} 3 pty Connect rnembers with 2 rorvs of l6d common naits at 12.0,, ocNOTE: ilails must be applied from both sidesDesign assumes continuous laterat bracing along the top chord.Design assunres continuous lateral bracini afon6 ifre bottom chord. Control: LL Deflection DOLS: Live=1 00o/o Snow=1 1 5% Roots1 25olo \Mnd=1 600/oDesign assumes a repetitive member use increase in OenOing sress: @utr@E All prcduct na|E are tedemarks of their r6rec1ivs own€F Copydghr (C) 2013 by Simpeon Strcng-tie Company Inc. ALL RtGHTs RESERVED. ::lYp,Srjri:T*::^y[,]-,!:]I':1Tll-, joisr, b€am or_sirdef, sh@n onrhisdEMns res qited€ for Load6, Loading Conditio6. and Spare tisted on this shd. The *R O S CS 8m4.605 lcnBemEngine 4.6026 EBURG 1616 SC Cascade lnng SS 19'-10" Member Data Description: Long SS Standard Load: Live Load: 40 PSF Dead Load: 15 PSF Member Type: Joist Top Lateral Bracing: Continuous Bottom Lateral Bracing: ContinuousMoisture Condition: Dry Deflection Criteria: U360 live, Ll24Olotal Deck Connection: Glued & Nailed Bearings and Reactions Location Type1 0' 0.000' Watl Maximum Load Case Reactions Used for applyirE pdnt lo€ds (or tino loads) to €nying remboELive Dead Loading Total Load D+L Total Load D+L Total Load D+L Tolal Load D+L Product: 11718" RFpl4O0 i6.0" O.C. Design a8sumes continuous lateral bracing along the top chord,Design assumes colttinuous lateral bracin! atoni the bdttom chord.Lateral support is r€quired at each bearingi Control: Pos. Moment DOLs: Live=1 007o Snow=l 1 57o Root=12SVo Wind=1 600/o fEE![ Ail produd nares arc tEdemart6 of rheir rGpecliv€ ryne6 !!$m copy.ighr (c) 2013 by simp6on stroru-.lie company Inc. ALL RtGHTs REsERVED ;:1T'tr"5t;t#,#J$:tfij}fgT:*Tjj:5:"Y1gg.o::3h-y:::,jlf.l,-a. ms appn€brod6isn diteda rorLo*, Loadins conditio*, and spa6 risted onrhis shet. rh€ REScheck Software Version 4.4.4 Block2 Canyon View Estates 2009 tEcc ldaho Falls, ldaho Singe-famlly New Gonstruction 3,208 ftz 12"/o 7918 6 Owner/Agent:Designer/Contractor: Gom pliance Gertificate Project Title: Lot 1 Energy Code: Location: Construction Type: Project Type: Conditioned Floor Area: Glazing Area Percentage: Heating Degree Days: Climate Zone: Permit Date: Construction Site: Compliance: 2.3% Better Than Code Maximum UA: 342 Your UA: 3iH The % B€tt6r tr Worss Tban Code lrdo( ref,ecls how do6e lo compliance Bte hoose is based m Ed€ tr8deotr rules.It DOES NOT provids an 6stinate ot erergy us or rct rclatiw !o a minimum-@de hwo, Envelope Assemblies Wall 1:Wood Frame, 16'o.c. Window 1: Viny,l Frame:Double pane with Low-E Door 1: Solid Wall 2: Wood Frame, 16'o.c. Wndow 2: Vinyl Frame:Double pane with Low-E Wall 3: Wood Frame, 16'o.c. Window 3: Mnyl Frame;Doublo pane with Low-E Wall 4: Wood Frame, 16" o.c. Window 4: Mnyl Frame:Double pane with Low-E Basement Wall 1: Solid Concrete or Masonry Wall height 9.0' Depth below grade: 9"0' Insulation depth:9.0' Window 5: Vinyt Frame:Double pane wiu| Low-E 1,581 614 40 42 550 13 505 115 543 m 452 2't.o 21.O 21.0 13.0 0.0 0.0 41 30 '12 16 31 4 22 37 30 6 22 0.0 0.0 0_320 0.390 0.320 0.320 0.320 0.320 Ceiling 1: Flat C€iling or Scissor Truss ProjectTitle: Lot 1 Block2 Canyon Mew Estates Data filename: Untitled.rck Report date: OgnDn4 Page I of 2 B€sementWall l copy 1: Solid ConseteorMasonryWall height:9.0' Depth below grade: 9.0' Insulation d6pth: 9.0. Wndow 6: Vinyl Frame:Dorrble pane with Lovv-E BesementWall 1 copy 2: Solid Concrete or MasonryWall height 9.0' Depth below grade: 9.0' Insulation depth:9.0' Window 7: Vinyl Frame:Double pane with Low-E B.asementwall 1 copy 3: Solid Concrete or MasonryWall height 9.0' Depth below grade: 9.0' Insulation depth: 9.0' Window 8: Mn/ Frame:Double pane with Low-E Name - Tide 355 13.0 0.0 17 0.320 5 Signature 16 0.320 5 436 13.0 0.0 21 32 0.320 10 387 13.0 0.0 19 compliance stafemenf'- The proposed building design describod here is consistent with the building plans, gecifications, and other calanlationssubmitted with the permit application. The proposeaiuitamg has been d""tdJi;;;; the 20Gt tEcc requir€menrs in REscheckVersion 4.4.4 and tocomply wilh the mandatory requirements listed in the RESclec( tnspeaion-ct ecttist.- - ffi+% Project Title: Lot 1 Block2 Canyon View Estates Datra filename: Untliled.rck Report Osn0n4 Page 2 of 2 la Lot 1 Block 2 Canyon Vi... ilarch An,2014 Dennis llayden t* .{ + wrightsoft.Load Short Form Entire House Gopper Creek Homes Job: Date: By: Copper Creek Homes Htg clg -6 89 70 75 76 14'H 50 50 62 -31 InfilbationOutside db ("F) Inside db ("F) Design TD ("F) Daily range Inside humidity (%) Moisture difference (gr/lb) Method Construction quality Fireplaces Simplified Semi-tight 0 HEATING EQUIPMENT Uake Day and NightTrade Model N9MSE0601410A AHRIref Efficierrcy Heating input Healing qltput Temperature rise Actual air flour Air flor factor Static pressure Space thermostat COOLING EQUIPMENT 95AFUE 60000 51300 50 1110 0.032 0.70 Btuh Btuh"F cfm cfm/Btuh in H2O Make Day & Nigtrt Trade Cond R4A324AKC Coil AHRI ref Efficiency Sensible cooling Latent coolino Totalcooling- Actual air flornr Air flo,v factor Static pressure Load sensible heat ratio 13 SEER 0 Btuh 0 Btuh 0 Btuh ll10 cfm 0.095 cfm/Btuh 0.70 in H2O 1.00 bed4 beds bath2 master master utility 2 mud wic great r(2521Boldliatic Y€/iu€s haw beqt mnually ovor.ldds calculdions approved by AccA to meet dl requiranents of Manual J gth Ed. ROOM NAME Area(ft')Htg load(Btuh)Clg load(Btuh)HtgAVF (cfm)CIgAVF (cfm) family beclroom 1 family area bathlbedroom3 beclroorn2 mech bed4 beds bed bath 117 182 689 117 160 160 156 1& 120 & 208 117 63 * 50 1370 1591 4223 1024 1519 1363 0 21ft 1335 432 2903 1472 508 954 0 493 349 668 8 618 136 0 635w 203 1439 214 570 212 0 4 52 137 33 49 44 0 70 43 14 94 48 16 31 0 47 33 G' I 59 t3 0 6A 5119 r36m il 20 0 I *F WfightSOft" Risrrr-sun€o Untucisat 2013 13.0.02 Rst t1s62 201:urls-20 08:23'10 Page 1r€Ch ...ersllqilDocumonls\Wrlghisofl HvAo\Mo.timer.rup Cab = MJ8 Frmt ooorfec€a: N 'a 372 4€,52 3208 40505 1209d,IltO dining 1110 3110 157 295 Entire House d Other equip loads Equip. @ 0.% RSMLatent cooling 3208 u287 6218 11721 1145't2094 0 1110 1110 TOTALS Boldilaltc wlu€s have bae'| nunuelly ov€//rtdden calculations approved by AccA to meet all requirements of Manual J gth Ed. I A= {t wrightsofts Rigm€un€(' uniyssat 2013 t3.o.o2 Rsut1362r{ccA...ersuonDocrrmmrs\wfightsoftHvAc\Morhner.op carc=MJg Fmntooortecss: N 20l4Ms-20 08:23:lo pagG 2 $ wrisktsort. ffiS?r%Ani*lYais Copper Creek Homes Job: Bate: By: l-ot 1 Block 2 CefiYoil W.-. ffafth 20,9014 Dennis llayden For:Ccpper Cr*k Homes Lalitude: Outdoor:Heatipg-b rg.o Goolinq89'34 {H ) OU7.5 Hea$gs 76cn s1.5 Simplified Semi-tight 0 Location:ldaho Falls. lD, US Elevalion: 4741 ft lndoor:'-'lnOoor temPerature ("F) Desion TD ("F) Relative humiciitv {%)Mcristure difference ( gr/lb) lnfiltration:Mdhod construclion qtrality Fireplaces Drv bulb ('F) Deiily ran$e ("F) wet bulb {'F)Wind spe&J (mPh) C0msonent Btuh/ftu Btuh % of load Walls €laingDoorsCeitingsFloors lnfiltraiionDuctsPioinq Humidification VentilationAdjustmentsTotal 4.5 ?4^3 29.61"5,tt 1.6 173&3 6527 1245 24892463 42W U 006218040505 42.916.1?,t 6.16-1 10.4 Un 0 15.4 1CIo.0 Componerd Ftuhfft'Btuh % of load WallsGlazingDoorsCeilings Floorslnfiltratisn DuctEVeniilationIntemalgains Blsrer AdjustmentsTohl U-J18.5'7t 0.s 0.0il.2 '1078 4S 303137611407n 1,1453580 t3868 8.438.62.4$.7 0.13.20 8.S 77.8 U 100"0 Kj8$,'ffililfl *r8 6'? Eliil*" -'' Data entries checked' i- +l# wrights('flb. Right-$uite& univgrsal 2013 13 002 Bsu1136? ,& ...iorr-"nrooJumentstwrigtrtsotigvtctMotirer'rup calc*MJB Frontooorfacer: N 2014-Mar{0 08:23:40 Page 1 +p wrisrrtsoft" *H?ffit"tonstruction* Copper Oreek llomes Jsb: Date; By: Lot 1 Block ! Caryon Vi.-' 'ltarch 20, ?014 Dennls HaYden Cspper Creek l'lomes Locatisn:ldaho Falls, lD, US Efevation: 4741 ft Latitude: 44"N Outdoor: Drv bulb ("F) Daily range ("F) Wetbulb ("F) Wind sPeed (rnPh) Heating Socling 6v 34 (H ) bU lndoor: Indoor ternpBrature ("F) Desiqn TD {'F) Relat-ive humiditY ( o/o ) Moisture difference (gr/lb) lnfiltrstlon:Method Construction quality Fireplace Heating 70 76 50 61.5 $implified $emi-tight 0 Cooling /3 14 50-31"5 rs.o Or Araa Jl' n 614 e $S0 s 505 w 543 all &12 n90 n 362 e f28 e ?,27 e 438 w 387 all 1630 n40 n16 a13 e16 s 115 s32 w20 611 25? e '16 U-value lnsui R &shrff-"F llrjFEtuh 0.06s 91.0 0.065 21.8 0"065 2't.0 0.065 ?1.0 0.065 21.0 0.049 13.0 0.049 13.0 0.04s 13.0 0^049 13,0 0.049 13,0 0.049 13.0 0.049 13.0 0.340 0.3?0 $"320 0.3?0 0.3?0 0.320 0.320 0.320 0,320 0.3s0 U u HtS HTM Bilh,tr Clg HTM&rhrtF 6aln$rnN-ossBfuhConstrtlctiqn descriPtions Wallsiif:G*, Frnr wall, vnl ext, 112" wood shth, r-?1 cav ing' 1l2" gypsum board int fnsh, 2.'x6" wcod frm 15813-0wc-8: Bg wall, Iight dry soil, 2"x4'woodlnt{rm' concrete wall. r-13 cav ins, 8" thk, 1/2" gypsum boaro lil tngn vinvl trams window: 2 glazing, slr outr, 8ir gaE, wd frm mal, clr innr' 114; sap, 114" thk. NFRC raled (SHGC=0.32) Dosrs11D0i Do0r, wd $c tYPe 4.94 3033 0.47 291 4.94 2717 0.47 201 4"S4 2495 a"47 244 4.94 26eO Q.47 257 4.94 10925 a.47 1049 4.10 36S 0.03 z 3.96 1435 0.02 I 3.72 477 0 0 3.89 882 0.01 3 3.8S 16S1 0"01 6 4.10 1585 0.03 10 3.S5 0438 0.a2 29 Partitions {flone) lrYindows "invi t t'i'tJ*i"uow: 2 glazing, clr outt, air g-a$,-y^d.fry qat' clr inpr' ii*i's"i, rt; tl'x; nr{c ratii (sHGc=0'32); 50% blinds closed' iisht 24.3 24.3 24.3 24.3 74.3 24"3 24.3 24.3 24.3 2S.6 973 8"52 341 38S 8.52 136 316 27.4 35S 389 27.4 438 2797 14.9 1718 778 14-9 47S 4Ss 27.4 558 5138 15.9 4025 3S9 34.4 55',1 1245 v.u 303 -S, +P' wrightsoft'' Riehr-suil€@ urivffid g013 13.0.02 R$u11362 *CCX . .era\Lsi\l)acum€nts\Wrigmeoft HvAc\Mortimar.tup Calc ! MJg Frodi noor{ace$: N ?0l&Mar-20 oEi?3:{0 PaSe 1 Ceilinqs"-"i6Eloac: attc ceiling, asphalt shingleo roof mat, r'sO cell ins' 1I2" gypsum bosrd int fnsh Flsorsisdll *scp' Flr filoor, fnn flr, 6" thkns, carpet flr fnsh, r-2 e\t ins' r-19 cav ins, tight crwl ovr, r-11 wall insul 21A-32c. Bg floor, light dry soil, I depti, carFet flr tnsh 2069 420 2489 50.0 50.0 50.0 1351 277 all 1638 0^020 0.0?0 0.020 0.04s 30.0 0.020 0 s.020 0 0.020 0 1.52 1.5? 1.52 1.29 59 0.24 1.5? 2126 1-52 277 1.52 2403 0.84 ',1',143 0.84 232 0.84 1376 46 r399 182't581 11 n all I *i ry wfight$Sft" Risht-suit€ouniversal 1013 130'03 Rsu11362 ,ntffin" .. Erg\Lod\Documer*s\waghtsofl H\tAc\Mo{ifier.rup cale *MJa Front Ooolfac€s: N ?01+Mar-t0 W;23:40 Pags ? I S wrigfrtssft'Project $umrnary Entirc ffouse Copper Creek llomes Job: Loi'l Blosk t CanYon Vi..' nalei illffch 7O,ZO14 By: Donnis Flayden Fan' Ne(es: Copper Creek Hornes Weather: ldaho Falls, lD, U$ Winter Design Conditions $ummer ilesign Conditicns Outside db lnside dh Design TD StructureDucts Centralvent {89 cfm} Humldifisation Fininn bduliiment roao 0utside db lnside db Desiqn TD Daily-range Relative humidity Moisture difference 89 "F75 'F 14'F H 50 o/s -31 gr/lb -6 ',F 70 "F 76 "F l.Neati*g Summary $ensibls Cooling Equipment Load $izing lnfilfation 34287 Btutr 0 Etuh6218 Btuh 0 Btuh0 Bttrh 40505 Bt$h Simplified $emi-iight U 11721 Btuh 0 Btuh 1145 Btuh 0 Btuh n 0.9412094 Btuh Slructure Ducts Centralvent (89 cfm) Bluiler Use rnan ufacturer's data Ratdswlng muttiplierEquipment sensible load Structure Dusts Latent Cooling Equiprnent Load $izingMethod Construction quality Fireplaces Area {ftsiVolume {ft')Air changes/hour Equiv. AVF (cfm) '.sg 188&1 0.1960 Centralvent (89 cfmiEquipment latent load 634 Btuh 0 Btuh-1592 Btuh0 Etuh**ssg 1S8840.10 ?1 S5AFUE60000 Btuh 51300 Btuh50 "F1110 cfm0.032 cfmlBtuh 0.70 in H!0 Heating Hquipmant Sumrnary Make Day and Night Trade Model N9MSE0S01410A AHRIref Eouioment total load 12094 Btuh Req.'totat capacity at 0.70 SHR 1"4 ton Cooling Equlpment $ummary lVlat<e Day & ftight TradeCond R4A324AKCCoilAHRI ref Efficiencv $ensible"coolinELater{ coolinqTotal cooling-Actual air flow Air flaiv factor Stdic pressure Load s'ensible heat ratio Hfficiencyl-"leating inpd Heating outputlemoerature n$e Actu'alsir flcrlr Air flow factor Static pressure Spac6 thermo$iat 13 SFER0 Btuh0 Btuh0 Btuh l1l0 cfm 0.095 cfrn/Btuh 0,70 in HZO 1.00 gotd,/itsJic valur$ tiw ber'' danually q"vsrriddott Calculations apprsved by ACGA l0 rneet all requirsrnent$ of Manual .i 8th Ed. ** +ts wrightsoft" Rignr-suiteo univ.r$al 2ol3 130.o2 Rgu11362 z**Ch ...ers\Lori\Dscsmsts\Wrightsoft HVAg\l'lortimer'rup 6sle 'irJB Fmnt Ooorfacs$: fd 201 4-t$1ar-20 08: 23:40 Pag6 1 +p- wrightsoft Rightd@ WorksheetEntire House Gopper Creek Hcmes Jofu'i Lot 1 Block 2 Canyon Vielr ... Date: f*arch 20, ?014 By: Dennb llaydon 1 Rmm nsn€ Expo$ed wall Rsm hsightRcom dinreraiongRoom area Entire H{Ir$eit88.0 fis.8 ft d 3ry.0 ft. famlfy 31"0 ft 9.0 ft heaucoo, 13.0 x 9.0 ft'117.0 ft' Ty Constructioilnumber U-vdue {Blt ftft4'F.HTM(8tuh/ftl Area (ft1 or perirn€|er (ft)L0€d(Etu:r)Arsa ftlor perimetBr (ft)Lo€r{(Btuh) l-leal Cool Gross N/P/S Heat Cod Gross NiP/S Heol Cod € 'I 1 r.y F-$ro w W w w'----€ W'G WrG qrr.*-"G F t F | 12F-0sw I vinyl ffanlo window 11160115813-&,{c4 | 1581&S#c-8 I vinyl frame windcrru l1?F-&w | linvl frarne winddni/ | 1581&eivc;8 I vinyl frafiewinds,u | 15813-eac{ lvinyl frame windm,i12rewlvinyl f|ems windqi! 1581$0itrc-g vinvl fram€ wifldolvI?F 0siv vinyl tr6me windo!.v 1581$tlrrc-S lSB-50ad lsB-50ad1 C-lgcsap!14-i?62lA-jzc 0.9s5 0.3?00.3s0 0.093s^093 0.320 0.0€s 0.320 0_0930.3ff 0.093 0.320 0.0€50.320 9.083 0.32{ 0.06sq.320 s.0930.020 0.030 0.049,0.m0 o.0r0 l lnlnIt)Itn ln ln t* t- le t3 l3s 4.941 0"{?24.321 8.5i29.S41 7_214.101 0.s33.951 0.0224.321 8.5'4.941 A.4'tzs.stl 27"$?3.721 $.0024.341 34.4r 3.8s1 0,01 u"nl w.374.941 A.4724,321 14 943^S8l 0.014.321 14,844.S4f 047?4.$21 27.3V4^101 0.0$1.521 0.84i.s?l o.B4r.zsl 0.241.521 0.001.521 s.00 I !tr4C sc 378,ts 563 13144 16 243 1664 11s 468 3?5C3w 357 1361g7 t?6 82 814 42 90 wtn 550 0128 u 2Tl 0m6 U 4€€ 543s. 387 13Bl d6 I ?OO 1A? 3m:97! 1?45 &!1435 989 2717 3164n389 882 389 ?4gf zVW169] 778 ?680496 1585 2!e9 4?0 0v21% 777 191 341303 I 134w1s5e 0 s51 {38 240 17186 478 566 1143 232'tl 0 o t 81 117 61 0 't17 0 nt 117u00 E1o IJ 117 I 0 U 0 479 0 oa3zn 0"i78 l0 l0l0loIol0 lol0l0l0lzl0Iol0 ioi0 0 iol ni 0lol0i e) AED excuisian 3S0 Fnvelope loss/gain 30087 r/34 't320 12 a) ifilittration b) Rosm vsfltiblion 4m I 407n {0 IJ IntefiBt gains: otrupail$ @ ?30 Appllallc€s/Bthot 1$80 r'204 ( Subtotal {linee 6 to 13)34287 11721 t 1?t 481 14 Lsss €xtemai load Less trensferRsdistrtbrrtionSublotal Ducl loads 0%ff/a 0034m7 -o%V/o I 137(4S30 Ttrtsl room load Air req{,irEd (cfm)34?B;111(11721 11 10 13704 494 41 Calculaticns aopra /d bv ACCA to mest all reauiremenls of iltamiei J &h Ed .aq." +1# wrigfrtsoft. Righi-suile6 unkersal 2013 13.0.02 Rsutlg6?e\-.x ...ers\LonlDocurents\Wright.sofl FTVAC\Mortimsr.tuF Cale s MJB Front Osor{ace$: N 201+Mat-20 ffi:23:40 Page 1 {$- wrightssft.Right-r@ Worksheet Entire House Copper Creek Homas Jobr Lot 1 Elock 2 CanYan View ... 0ale: Marsh 20,30{4 By: $ennis Haydon 1z 34 5 R@rn name Exposed wa|l Roo{n he{ght Room dimslgions Room a#ea b€dfoorll 1 27.0 fl 9.0 ft heaucool 13.0 x 14.0 tt t€ao ft3 famiry ared 51.0 ft 9.0 ft heausool 1.0 x 089.0 ft 689.0 ft8 C0nstructi6l number U-v8hr6(Btut#ft"-'F) Or HTM {stunfi*l Ar€a {ft1o. p€rimeter {ft} Lo6d {Btuh) Ares (ft1 s{ perimd€r {ft) L6A( (8luh) Hst Cool Gr6s MP/$Heat Cod GrF$N/PIS Heal Cod b 11 uilt---sr.D V\IWL--*.G WL----G !t' W1-*€ W wL---&w cs FF 12F-09w vinyl freme win$ort'11D0 158'l&&Arc-8 15813.0,\'o€ vinyl fnarne ivirxknir'l2F{$w vinyl frarne wiftdD\&' 1SB{&&vc€ vinylfiarn€ wlfd6iv 15813-Offc-8 vinyl frsme windotd12F osw vinyl frarfle window 15813-0wd-g vinyl t'?m€ vritdo,{1!F-&w vinyi f.6rne wifldc\ ' 15813-0\.rc-8 168'50ad 1€8-50ad19s-1Ssep ?14-3rd ?14^3& 0"gas 0.3200.390 0.0s3g.Bs3 0.3t0 0.065 0.320 0.0s30.3!0 0.@3 0.310 0.065 0.3200.0s3 0.3200.s65 0.3?00.0s.n0.0a00.0?0 0.04$ 0"m00.020 nn e s 4.* 24"U28.A 4.1{3.st{.fi AQI 24.31 n4.3: J.O!a.& 4.* 3.8t 24"4i4.* 2{.3: 144 1.5; a% 1-5i tEa 0.47s.s27.21 0.030.0: 8.S2 0.47 27.e7 0.0034.42 0.0'1 27.370.47 14.S4 0.01 14.940,47y7.37 0,030.s4 0.84 0"240.00 8^0! 117 1€ !c 12€ 182 o U v U n 0n 101u 0 0 1?6 182 (( 36(g8r t t 51{ n 0 n 0 00 0n 0 U 0 239n n 63 n 0n 0 162 234 16 0 n n 68C U 0 0 0 0 0n 0 1ffi 0 2ta 0 0 0 U 689 0 258 0n n n 550 3S9 0 845 i8€ 1047 sn 0 0 U 438 U 239 U 00€ e) AED excursi$n 102 Envdope lo$s'/gsin 154t $45 3479 AE' a) Infiltraiion b) Room vertilation i t 81 c lntemal g@ns: Occupsnts @ 230 Aooliaraes/other Suttotal {lin€e 6 to 13)1591 349 6€i l4 15 Le$s exlsnal Id Less lrarBferRedistribution suuoialDuct kads 4%V/o 0 1591 0 00 349 4Yo @/o wz 4?'3 86{ Ti{al f{pm load Air required {ctm) l$91s2 349 4272137 68883 Celculationc approved bv ACCA to mqd all requjre$entC of,!4anual J 8th Ed, ,*-X:,f.F" tfftd' rnrri{trfrtsof,t' p6x1-guitq@ Univercat 2010 1c.0.s2 RSUJ13$2 ...er6\Lqr{\Docuilsnts\Wrightssfi |tvAc\lronirrst.tup Celc - trrJg f roni Fw fsee6: N ?01+Mar-P 08:23:40 Fago 2 $ wdghss$f1 Riqht*|@ WorksheetEitire House Copper Crsek Homas Jobr Lot 1 8lssk 2 Canyon View ". 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Dats: ll{anfi ?0,20lrl By; DennieHayd*n ,,. - . . CalcutFtions qqproved by 4QSA tp ff,#* all rwuirements d Manual J 8th Ed. , X014'Mqr-t0 @:23:4S Faga 4 1), 5 Room name Exposed wHll Rcom hsight Room diffrensisls Room ar@ bedlaom? 13.0 tt 9.0 ft heaucool 10.0 x 16.0 ft180.0 ft" rx]€.h 20.0 ft 9.0 ft heaucool 1.0 x 156.0 ft 150.0 ft! Ty constnetion number U-vglue {Blutufte"F. 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Pate; lfiarch ?0,2014 By: Dennls Hayden 1 a 3 5 Rcorn narneExposed wallRosn heigiltRoom dirnsrcionsRoom ar€a bsd4 2S.0 ft 9.0 fi hE*t1coo, 10.0 x 14.0 ft140.0 ftu bEdS 13.0 RS.0 ft twt/cod 1U.0 x .l2.0 ft120.0 ft' Ty Constructio*numtd L,-vel0e {Btuhfis-'F HTM tBrdffll Area (CI0{ pef{teter (fr)Lo6d €ruh)Ar€a ie1or pedrder if{} Load {Btuh) Hst csl Gro$3 N/P/S Heat Cod Grosr N/P/S rleat Cod 11 w WW wL---G 16./L-.sw wtG Wr,,G rilL*-.$ U F F F 12F.0sw vinyl trame win&r1ro0'158 !3-&A1c-g 158J9&i.e-8vanyl trsme windsrt12F-bw vinyl tfsme win$w J5B'l3$,vt"8 vi{tyl tmfiEwirds t 158J3-Oni[-g vinyl frarn* windwf 12F"0sw vinyl frame \irirdo,v1$B1S-Oirc-8 vinyl tram€ wlndsi\r 12F4sw vinyl frame wkrdorrr 15813.S.rc-8 168-ffi10s-50ad l9C,tgcscp714-32c 21A-328 0.066 0.3200^390 0.0930.093 0"3m 0.06$0.320 0.0s3 0.310 0.093 0"320 0-65 0.320 9.095o.320 0"0s51 0.520 0.093 0.020o.020 0.04$ 0.020 0.920 n n n n e e e $ 5 s w Y 4-94 29.S4 4.10a* ?4.334^9424.323.722*.n J, OY 24.324.9{ ?{.32 24.324.94 24.32 4.101.6:1.s2 1,W 1.5t{(} 0.4is.5;7.2.1 0.0! 0.0,8.5i 0.47 27.370.fr3{.4! 0.01 27,370.47 14.Sd 0.01 14.9{ 0.4727.S7 0^03a.&'l 0.84 0"240.w0.Bs K 1m 0 't8 a 0 14{ n 0 u o 0 126 0 0 0 18 0 01411 Ux0lol 3,|{{B({ 6:! 8S e ?12 c2€ 170 u n o BOg 0 0 0n 0 o 0 118 0 o 0u 90 :0 0 00 0 0 o ot7 0 1r00U 0 0l 7t 1m n 3{€ 4S6 0 n 0 0 00 133 a9a 0 0 u 17t 0 0101 n c c) AED €f,cffiidl -?s Envelope los8lgsiil 368 1,t4[zw 12 a) lr'filtration b) Room ventitatiofl aa,.{JO 187 g I I3 Irter|al gains: occup€nts @ 230Aptianc€s/oth€r I zu0 t S'r3loral (lines 6 to 13)?'t&635 1 33{w 14't5 Le93 externsl load Le33 transbrRedistribuiion Suldotal Duct l!}*ds 4%8/" 2156 0 0 4/a 004 544 0 Tdal rosrn load Air r:qirh€d (cfm)21S{7l 635 OU t335€544ct $alaulatio$ approved by ACCA to meet all requirsrnents of Manual J 8th Ed. a6- {F wrightsoft- Rigt[*$uire@ Universat ?o1s 19.0-02 RSU11g6a,rx-{-A ..ers\Lori\Docrrftenls\Wrightsott HvAo\ifiodirnef.rup Calc s MJ8 Frcnt Oasrfacs€: t{ 2014Jirer-?O 0Br?3:40 Psge 5 i -rfs- $rrt:itrl5{,|t,l\l!,ltt3Y\), rrvt ngr f gva Eitire House Copper Creek Homes Dats: il|arcfi 20.2014 By: Sennis Flaydm 1 4 ftooan name Exposed wallfioom height Room di|rEnstcn$floom area b*h2 5.0 ft 9.0 ft heaUccol 8.0 x 5.0 ft40.0 ft" maSter bff 31.0 ft 9.0 n heavcaol13.$ x 10.0 {t 208.0 n, Ty Cgrct{uction nurnber U-valia(BtuUft'-"F Or HTM(Btrflftl Area {{11or pe{imeter (tt}Load(Biuh]A{er ffior perimeter ft) Load(Btuh) tteal Cod Grogg l.l/P/s Heat Cool Grass N/FIS l-leal Cool g J1 Wl-*€r--D wW vd wL*.G Wt_.c W|--*.G vpt---G WL*..G s F r 1qF{sw vinyl tramE wirdoi, 11S0 15813-&.vc€ 1581$Sff4{ viryl franre wirdorv 12F4sw virryl frane hrirdod!1$813{fc-8 vinyl f|ame windcirl 19813'S^rc-8 vrnyl frama windoa 12F4$w vinyl fraffE windsli/15813-0fe;8 \rinvl f{arn€ $,ir*)w 12F-0ew vinyl frame windour 1581$41#c'8 168-S&d168-50ad 1gC''lgcscp214-3?c fiA{Ac 0.0s5 0.32t]0.3w 0.0s30.0s3o8200.0650.320s.osB0.3200.0930.3200.0650.3200.w30.3900.0s60.s20o.0s30.0200,0:o0.0490_o20s.020 nn n n n Y 4"84 24,&2 3S.At 4.103.C6 :4.34 4.94 24.923^72 2{.32 3.83 24.32 4.94 x.32 o.tr ?4.32 4.S4 t4.32 4.19 1.5! 1.521"& 1.5: 1.5? 0.4t E.$i 7.21 0.03 0,0:8.3: 9.47 27.370.0t 34.42 0.01 27.37s.47 14.94 0"0114.9ra.4v 0.0s0.840.&40.?40"000.0$ 45 4 n U 0 0 0 0 40 0 ft U I 0 00 0 0 00 0 LI 00 n 0 0 40 U 0n U 97n d U 61 0 n 0 0n 0 vto 10s 0 U 0 0 0n u 34 0 0 fr It 117 fl ft 1{"{fr UzDB e6n 1€ &7 14{ n 208 ? v0 o! 43C73r 7't1 31 4.1 448 680 0 1aF c 6 c) AED excursion 33 "r6i Envetop€ losslgain 361 1S 230{90{ a) lffiltratisr b) Rocrn ver*ilation 7a(n 44{(43 0 lnlerr}al galnsi Oc€upafit$ @ ?30 AFDlkrncas/other 0 0 46t I $usotel {ine* 6 to 13)43i 203 2755 Le$s s(t€{ral load L€sE trafirfq Redi$tributignSubloial 0ucl loads 8/o Wo 4ii 0 0 ?03 da/o vh 0 148 2903 t 143S Total roorn lsad Air required (cfm)43;?.031S *143! Calculations approved bv ACCA to meet all resuirements of Manual J 8th Fd .s=" rtF wrigttt:soff' Right-sufie@ univssal a0t3 .tg.o.ot Rsuli3bl&!.A ors\Lo.i\Documfits\wrightSofl HvA,C\Mor1imq.rup Ca{c = MJg Front Ooot tEc6s: N 2014-Msf-?0 08:23:40 PEge 6 $ wrghtsoft"Right..I@ llUorksheet Enitire House Copper Creek llornes Jcb; Lot 1 Block 2 Canyon Vlew ,., Dats: $arch 30,201't By; Dennis llayden 1 2 J ftoom n6me Expcsed wall Rosn heiglrl Rocm dirnilnsiofi$ Room ar€a rnast€{ bathu.o fr 9.0 {t treavcod 13.0 x 9,0 ft!17.0 ft, utility 2 7.O tt9-0 fi M/cool7.8 x 9.0 ft63.0 fir ry Conslructionnffnber U-vdde {Bluiln4"f: HTM(Btubft)Area (ft1 or perirneter fft) Load(Btuh)Area (ft1 ar perirn€ter (lt)Load(Btuhl tleal Sool Gross t{/p/s Heat Cool 6rcss f{tP/s HeA Cool 11 wli--4r,-,s W lf/ w Wr,.Gwl----€ w ryrG F Fr 12F-0sw vinyl framet'virds/{ 110$ 1581$,Orc-s 15813-$^rc"8 vinyl fr*ms witd(rr 12F-0$i/ vinyl framewin&{ 158lA&lve-B vinyl fram*wird# 15813-0!vc-8yinyl fmrns window1?rusw vtnyl frarne wiDdoAr 15813-Olvcdvlnyl ftarne windo\rr 13F{€wvinyl lra{ne windory 15814-Qi/c-8168"$oad 188-50ad19C-1goscp 21A-32c 21A*32c 0.0e50.3300,3s0 0.0e3&.0930"3a00.0650.3200.0s90.3?0 0.0s30.3ru0.065o.3200.0930.3200.0e5o^m0 0.0930.0200.0400.o490.020 0.020 n nn tla e ee 4.94 3S.3:29.& 3.0€24.3X 4.9{ 24.32 3.7224.32 3.8S 24.32 4.9424.32 3.88 24.324.S4 24"32 4. r0 lx 1.$2J.52 0.47&5t7.?1 0.03 o02 &s2 0^4?27.A7 0.00&4,12 77.37 &.4714^S4 0.01 14.940.{7 ??.37 0.03 *.84 0^84 0.24 0.00 0,0s 117n fi o 0 0 o 00 fl 8t0 0 U 6 0 0 117 v 0t 0o 00 0 00 0 4{ 0 0 0 g I 578 0n 00 U B d00 0 17$U 00 0l 56 0 0 n U n U o 00 3g 0n 98 0 63 0 0 0 0 0 6t 0 6? 0 31r 0 U s6n n 3t AA U n c) AED excursicn Env€lope lo$$/gsin 115€184 407 60 a) Intjlkaiion bl Room vefttilgtbn 31t{31n 101 n 10 U la lntemal garns: Occuparits @ 230AgD,iancesloll€r { 5fi $ubtotal {lin€s S to 13}'t472 2t4 50€57( 1415 Le9s e)d€mal io8dLq$$ transler RedbtdbutisnSubtotai Drjct toads &o 0% 1472 0 o 214 -0%Aa/n 50t 57( Total room load Air requit€d (sfm)fin4{214 20 508 to ?/L5C Cqleulatione apnrwed by ACSA !o lEqt all rqu.irernents of Manual J 8th Fd. "**" +ts rt''rigrrtsoft' Rigr*.gu't€s univ€rcar ao'tg t3.o.os Rguil36a,&s .er9\Lori\Documerils\Wrigtltsoft l-{VAc\Mtrtimer.rup Catc : MJB Front Soar facesi N e014.Msr'20 0B:23:40page 7 I*F wrigilrtsoft"Right.J@ WorksheetEntire House CopperCreak Flomes Job: Lot I Sloclr 2 Canyon yiew.." Dttsr l$arch 10, 20li* By: D€nnls Haydsn 1z 1 Room nameExpos€d wailRoon heiEhtRocm dimensron$Room area mud 0,0 fr 9.0 ft heaucml6-0 x 9"0 fis.r.o ft: 9.0 ft 50.0 fl€ wrc 5-0 ft x f€atlcod10.0 ft Ty ConsttuctionrXrrnber U-vahB(Btuh/ft?-'F' alr HTM {Btuh|ll Area tn10r perlrn€tef {ft) Lgad(Btuh)Area (ft1 or perimeter {t) La# {stuh) tteal Cod Gross N/p/s Heat Cod gfoss hilP/s rl€al Cadtw Its'I r-*-8 lwIWI r---€ IWtl l4t 1,",6twi t-Jt IW IW l€ i !i/ I' elw t? tv t:ir I lr I | 12F-0sw I vinyl frame wirdf'\N | 11D0 l15gl3-O^lc-S115813{wc.A f vinyl trarne wirxdsd I 1?F4s|,r, I vinyl fiame windorv ll$gl}esc$ lvinyl frame r*indorrv | 1581&0wc-8 I Vrnvl trafie !vtndo,,? 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Date; niarch 20, ?$14 By; Bennie Hayden Right.J@ WorksheetEntire House Ccpper Creek Flomes . , .. QFlcyFaions apprgysd bvA9,C tq q@t alt requifensntq pf ,Manugt{,Bth Ed, ,, _ 2016Mgr-a0 08:23:40 Page 9 1 2 4 6 Room mmeExpo6ed vsall Roorn hstglttt Roorn dimeinsiofl$Room area gree{ roo.n 33.0 ft &.7 ft h€stcod 1.0 x 4$3.0 ft4G3.0 ft" din'ru50.0 ft S.0 ft heat/cet 1.0 x 372.0 ff372.0 fi' Ty Csstructionnurnber U-value {giuhift*-"F. 0r I.iTM {BtuUft') Area (ft10r pertmeter {tt) Lnsd (tstuh) Area (ft') or peilmeter fft) Load {Bt$h) Heat Cool Gmss N/P/S H€SI Cod Grosg N/P/$Haa,Cool 6 t1 t4/ Hi---o WWr"---Gw rs W w|..*€ WL_*,Gwr---s c FF F 1?F*osw virryl framo i{rindslv1180 1S813-Sr9-8 158134trrc€vinyl iranie ir'.tnd66,1?F{*w vinyl f€mewlrdotv 158'18-&yc€ vinyiframe wjrdGM 15S1&Ovrc-Bvi$yl trame yrirdow't2F-0sw yinyl frems wlndotil.16813+ilc-8 vinyl frame windcrl12F-0sw vinyl frame windoiy 1 58 13-0t^/c-B168-50ad 168-5$ad 1gg-l$cscp 2lp,-3tc SlA-52s 8.065o.3m 0.3900_0w 0.033 0.320 0.065 0,0s3 0.3?0 0.0s3 0.3200.0&t 0.320 0.@3 0.320 0.065 0"320 0.093 0.s20]0,fl?o1 0.04si 0.0?01 0.o201 I lnln lnlnln ln t: lele t" ls 4.9du^3i29.s 4.1t3.gE 24.3i 4.9{ 24.W 74.ni 3.85 24.St 4.94 3.88s4.32 4.*4u.32 4.10 1.52'1.?9 1.52 4.4't&.527.310.030.0: ff,5:g_41 27.37 0.00u.42 0.!127.W 0.{714"94 0.01 14.940.47 n.3T 0.03 0_&4 0.84 0.24 0.000,00 2a2 zl 0 n 1400U 0 g 323 46 0 0 2120 187 0 0 0 ?91 0 9l 0"t4Q n 0 U ?78n 0 0 212 0 197 0 128! !qn n 0 8g2 0 a 0 1373 1oStt n ts47 0nm 4?0 00 | 1?4 l0 | 1$2 IN lol0t6B l0l0 l0lol0 | 13? I s7i l0l0I 101 l0 01S5 ln21al0ioi ?3i J35 40 0nt 2g 0 37?.0 0 0 m 61 ar U 111121€ 40! o?l 2S9496 u 6S5 0 n 107 2& 45 597 296m o c) AEO a(curBisn m ^51 Efiyelope loss/gain 683t 1W2 413i 't841 ia s) lnfiliiation b) Room v€niilatiolr 13r,(144 U 71t 70 0 13 Interrlal $ains: Occupafiie @ 23CApolianceslother 4S0 ( 12ffi subtolal (lines 6 to 13]836'l 2480 qsszl 14 Less ext€ma, load Less tranefefRedistribution Subt0tal Ouct to€ds 8/o o%858€ 0 25210 -0p fn 4832 Total room loadAir rcquircd {cfm) 85gr 27t 25212S9 $52 157 3j1( 2S .*gF- +}*- wrigl, tsoft" nighl-suite@ univeBat a013 r$.0.0? Rsu11382rI(r'Lf\ .efs\Lorl\Documents\Wrig'hi$oft HvAc\M0rtima.rup Calc = MJ5 Frunt Ooor taces: N First Floor &nro*Xln* ",* great room tqtr dining''* 98 cfm utility 2 X cfrn master bAth Jub #: l-ot I Block 2 Ganyon View Ertates Perfsrmed by Dennis Hayden for: Copper Creek Horces Copper Creek Homes Scale:1 :90 Fage I Rigtrt-Suleo lJnivarsai 201 3 13.0.0? RSUjl362 2014-Mar-20 0$:23:51 ..nls\Wrightsofi FlvAcllrsftir€r-rup Basement 14x8 o" I I &',..,- tu " #: Lot 1 Block 2 Canyon View Esktes PErformed by Dennis Hayden for:Copper Creek Hornes Gopper Creok lfomes $cale: 'l :90 pag€ 2 Fight-8uitee Universal ?01 313.0.02 R$u11362 2014-l!lar-20 08;23: 5l .. "nts\WrightEoft l-lvA6\Mortimer.ruo I BtlTyr- wngntsort.Duct $ystem $ummary Fnfirs fjouse Soppor Creek Homss Job: Date: Fy; l-ot, Block t Canyon !fi".. lllarqh 20, A$t4 Dsnnl$ Haydgn Copper Creek Hornes External static pressure Pressure losses Avaifable static pressure $upply / return available pr€$sure Lqwe$t friction rate Actual air florrvTotal effective length {TEL} H*adng 0.70 in H20 0-34 in HtO 0.36 in H2O 0.27 / 0.0p in H?O 0.076 lnl'l00ft 1110 cfm &roling 0.70 in HZO 0.34 in HIO 0.36 in H20 0.271 0.0S in H20 0.CI76 in/100ft 1tl0 cfm 473 ft Narne Design (Btuh) Htg (cfm) clg (ctrn)Design FR triam {in) HxW (in) Duct Matl Actual Ln (ft) Ftg.Eqv Ln (ft)frunk bathl balh? b*d4 b€d5 bedroom 1 bedroom2 bedroonS dinmg dininq-A di*rn$-g family fsmily area family area-A 9rca1 room gmat rwm-A great room-6 master bath masler bed ulllity ? I h 10t4 lc 203 I h 2156 CW h 1591 h 1363 s 618 c 1037 c 1037 c '!037 c 493 h 2111 h 2111h 2883 h 28631 h 28631 h 14721 c '1439 |h 9541c 5701 33 14 7A 43 5? & 49 52 t.., 52 44s8 68 95 o? 93 48s4l 311 161 I 19s0 Ea 33 13 5S 98s8 98 47 32 32 80 80 80 20 136 ?CI 54 0.0s4 0"081 0.076 0,1330,oss 0"137 0.106 0"099g.aT7 0.133 CI.100 0.088 CI.154 0.173 0.140 0.149 0.132 0.0s4 0.1 54 0.095l 6.0 6.0 o.u 6.0 s.0 8.0 6.0 6"0 6.06n 6"0 6.0 6.0 6.0 b.u 6.0s.0 6.0, 6.01 6.0 | 0x0 0x0 0x0 0x0 0x0 Sx0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 0x0 lVlFxlVlFxivtrx VIFx VlFx VlFx VlFx VlFx VlFx VlFx VIFx WFx VlFx VlFx VlFx VIFx VIFX VlFx VlFxMFx 18.0 23.0 36.0 ?4.4 3S.0 ?5.0 33.0 40.0 52.0 51.0 48^0u.0 44.0 44,0 21.0 9.0 2?.0 39.0 3.0 12.0 265.0 305.0 315.0 170.0 ?55.0 170,0 720.4 430.0 ?c5.0 150.0 wa.0 280.0 130.0 110.0 170.0 170.0 180.0 ?45.0 170.077A.A i st1 st? st2 st2 st1 st? st2 st2 st2 st2 st? st1 st2stz st1 st2 st'l stl stj stl Eoldlttatle ealues lrave b*n fianually ayerrldds$ t "*. *lt' wdghtsgft Rishr-suiro& universal 201a 13.0"0? R$u,s3sr SCL ...ers\Lori\Docrroenle\Wrightsoft HvAc\i,tortime{.rup Cab sMJS FrcntOoorfaees: N ?01+MaFZ0 0E:23;d1 Fage 1 a lr'lame Trunk Type Htg (cfm) cig (cfrn) Design FR Velqc {fpm) Diam {in) HxW {in) Duct Material Trunk at'/ stl PeakAVF Peak AVF 675 435 734 376 0.s760.08s 944 78?, 13.0 tu.") Ex 14 8x 10 shtMst SltMetl !erne Grill $ire {in} Htg (cfm) clg (cfm) TEL (ft) Design FR Velac irpm) Dianr {in) HxW {in) $tud/Joist Opening (in) Duct Matl Trunk rb1 rb2 0x0 0x0 3s9 76.1 215 s95 107.0 1t2"0 0,087 0.076 1W7 1007 9.7 14.0 8xS 8x 16 $hMr $hMt rl1 rtl Nsme Trunk Type Htg {cfm} clg icfm) Design FR Veloc {rpm) Diam {in) HxW (in) Duct Msterial Trunk rtl PeaKAVF 1110 1110 0.076 999 15.1 10x 1S $hiMetl s; *i# Wfi$ht$Sft' Risiir-sutre&Univs{sat t013 13.0.02 RSUt136t ?o14-Matr20 08:23:41 Page 2i4CCh ...er3U-orit0ocumenti\Wrightsoft l{vAciMdftim$.rup Cah =l,lJ8 Fmat Doorfsce$: N Scale = 1:20.5 Tql91o oT o SPACTNG 2-0-0 Plales Increase 1 .15 Lumber Increase 1.15 Rep Stress Incr YES Code lHC2009/TP12007 DEFL in (loc) t/deft Ltd Vert(LL) -0.01 2-4 >999 360Vert(TL) -0.03 2-4 >999 240 Horz(TL) -0.00 3 nla nla Wind(LL) 0.00 24O LOADING (psf) TCLL 35.0TCDL 8.0BCLL O.O BCDL 8.0 LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&BhBOT CHORD 2x4 DF 1800F 1.6E ot 2x4 DF No.1&BtrWEDGE Lett:2x4 DF Stud/Std REACTIONS (lb/size) 3=1 34/Mechanicat, 2=380/O-3-B (min. 0-i -B), 4=31/MechanicalMax Horz 2=95(LC 1 0) Max Uplift3=-42(LO 10), 2=-44(LC 10) Max Grav3=134(LC 1),2=380(LC 1), 4=70(LC 3) FoRcEs (lb) - Max. comp./Max. Ten. - Ail forces 2so (rb) or ress except when shown. NOTES TOP CHORD Structural wood sheathing direcily applied or 4-1-2 oc purlins.BOT CHORD Rigid ceiting direcily apptLd or t O-Old oc bracing. PLATES GRIP MT20 220t195 Weight: 16 lb FT = 0% recommends that Stabilizers and required crossbe installed during truss erection, in accordince with Stabilizer BRACING 1 ) wind: ASCE 7-05; 90mph; TcDL=4.2psf; BcDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4tt; cat. il; Exp B; enctosed; MWFRS (a[ heights)and C-C Exterio(2) -1 -7-0 to 1-5-0, lnterior(l ) 1 -5-0 tb 4-0-6 zone; cantilever leit ano righi erposed ; end vertical left and right,. exposed;C-C for members and torces & MWFRS for reactions shown; Lumber DOL=1 .'60 pldte grip DOL=1.602) This truss has been designed for basic load combinations, which include cases *itn reouciions ioi multiple con"urrent live loads.3) This truss.has been designed.for a 10.0 psf bottom chord live load nonconcurrent with iny other live loabs.4) Refer to girde(s) for huss to truss connictions. 5) Provide mechanical connection.(by others) of truss to bearing plate capable of withstanding 1 O0 lb uplift at joint(s) 3, 2.6) This truss-is- designed in accordance with the 2009 Internationil Resid'ential code sections Rso2.1 1..1 and R802.10.2 and referencedstandard ANSI/TPI 1. LOADCASE(S) Standard Scale = 1:25.3 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 SPAC|NG 2-0-oPlates lncrease 1.1SLumber Increase 1.15Rep Stress Incr YESCode lRC2009/TPt20O7 csl TC o.42 BC 0.20 wB 0.00(Matrix) DEFL in (toc) t/deft UdVert(LL) -0.04 2-4 >999 360Vert(TL) -0.10 2-4 >665 24OHorz(TL) -0.00 3 nta nta Wind(LL) 0.00 2 ** 24o PLATES GRIP MT20 220/195 Weight:20 lb FT = 0% LUMBER TOP CHORD 2x4 DFBOTCHORD 2x4 DFWEDGE Letl:2x4 DF Stud/Std 1800F 1.6E or2x4DF No.1&Btr f800F 1.6E ot2x4DF No.l&Bh BRACING TOP CHORD BOT CHORD Structural wood sheathing direcfly applied or 5-7-2 oc purlins.Htgrd cetttng direcfly applied or 10_0_0 oc bracing. ryil reK recommenos tnat stabitizers and required cross bracingbe installed during truss erection, in accordince with StabiiLei ek REAc'lloNs (lb/size) 3=208/M_echanicar, 2=447r0-3-B (min.0-1-8),4=43/MechanicalMax Horz2=118(LC 10) Max Uplift3=-64(Lo 1O), 2=-SB(LC t0)Max Grav3=208(LC 1l,, 2=442(LC 1 ), 4=97(LC a) FORCES (lb) - Max. Comp./Max. Ten. - Ail forces 250 (lb) or less except when shown. NOTES 1) wind: ASCE 7-05; 90mph; TcDL=4'2psf; BcDL=4.2pst; h=25ft; B=45ft; L=24fr; eave=4ft; cat. il; Exp B; enctosed; MWFRS (ail heights)and c-c Exterior(2) -1-7-0 to 1-5-0, Inierio(l) 1-5-o tb 5-6-6 zon"; ""ntiJu"r i"h *Jriqqi "rporeo ; end verticar reft and rightexposed;C-C for members and forces a l,lWFns tor reactions shown; Lumber DoL=l]60 ptate grip DoL=1.602) This truss has been designed for basic^loadcombinations, which include cases wit r'"Jr.tion, for multiple concurrent live toacts.3) This truss has been desioned for a 1 0.0 pst bottom chord iive load nonconcurrent witn any orner tive loads.4) Refer to girde(s) for trusi to truss connections.5) Provide mechanical connection- (by others) of truss to bearing plte capabte of withstanding i 00 tb uplift at joinr(s) 3, 2.6) This truss is designed in accordance with ihe 2009 Internationil Resid'ential cooe sections R502.11.1 and Rg02.10.2 and referencedstandard ANSIiTPI 1. LOADCASE(S) Srandard S€le = l:29.9 o "Jrl a Plates Increase 1 .15 Lumber Increase 1.15 Rep Stress lncr YES Code lRC2009/TP12007 DEFL in (loc) Udefl Ud Vert(LL) -O.12 2-4 >701 360 Vert(TL) -0.26 2-4 >318 24O Horz(TL) -0.00 3 n/a nla Wind(LL) 0.00 2 ** 240 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOPCHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&BtrBOTCHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&BtrWEDGE Lett:2x4 DF Stud/Std REACTfONS (lblsizel 3=277lMechanical, 2=5'18/0-3-8 (min. 0-1-8), 4-55/Mechanical Max Horz2=141(LC 10) Max Uplift3=-84(Lo 10), 2=-33(LC 10) Max c@v3=277(LC 1 ), 2=518(LC 1 ), 4=1 24(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or tess except when shown. NOTES 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. PLATES GRIP MT20 220fi95 Weight:24 lb FT = 0% recommends lhat Stabilizers and reouired cross be installed during truss erection, in accordance with Stabilizer 1) Wind: ASIE 7-05; 90mph; TCnL=4.2psf ; BCDL=4.2psl; h=25ft; B=45ft; L=24ft; eave=4fr; Cat. il; Exp B; enctosed; MWFRS (ail heights)and C-C Exterio(2) -1-7-0 to 1-5-0, Interio(1) 1-5-0 to 7-0-6 zone; cantilever lefl and right exposed ;'end vertical left and rightexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 .60 pldte grip DOL=1.602) This truss has been designed for basic load combinations, which include cases with reduciions ioi multiple concurrent live loads.3) This truss has been designed lor a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.4) Refer to girde(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) S, 2. 6) This truss is designed in accordance with the 2009 International Residential Code sectionj R502.1 1 .1 and hgoe.i o.z and referencedstandard ANSI/TPI 1. LOAD CASE(S) Standard Scale = 1:13.4 T-t-;IY io LOADING (pst) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 SPAC|NG 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code lRC2009/TP12007 csl TC O.17 BC 0.05 wB 0.00 (Matrix) DEFL in (loc) t/deft UdVerl(LL) -0.00 2-4 >999 360Ven(TL) -0.01 2-4 >999 240Horz(TL) -0.00 3 n/a nlaWind(LL) 0.00 2 ** 24o PLATES GRIP MT20 220t195 Weight: 11 lb FT = 0% 123-1 LUMBER TOP CHORD BOT CHORD 2x4 DF 1800F 1.6Eor2x4 DF No.1&Btr 2x4 DF 1 800F 1.6E or 2x4 DF No.t &Btr BRACING TOP CHORD Structural wood sheathing direcily applied or 3-1-12 oc purlins.BOT CHORD Rigid ceiting direcfly apptied or t O-Oltj oc bracing. Mr I eK recommends that stabilizers and required cross bracingbe installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 3=83/Mechanicat, 2=S4O/O-g-g (min.0-1-B),4=23lMechanical Max Horz 2=62(LC 1 0) Max Uplift3=-15(LC 7),2=-61(LC 10) Max Grav3=83(LC t),2=340(LC 1),4=53(LC a) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: AS_CE 7.09i90mphiICDLj=1.2psf;.BCDL=4.2pst; h=25fr; B=45fr; L=24fr; eave=4ft; Car. il; Exp B; enctosed; MWFRS (ail heights)and C-C Ex!erio(2) -1 -6-1 3 to l--5-3, In!eIi9I(1) 1 -5-3 to 3-1 -o zone; caniitever tefl_and right exposed ; end verticat tett and rightexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.6-0 platb grip DOL=1.602) This truss has been designed for basic load combinations, which include cases with reduciions ioi multiple concurrent live loads.3) This truss.has been designed for a 10.0 psf bottom chord live load nonconcurrent wittr any other live loads.4) Refer to girde(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at ioint(s) 3, 2.6) This truss-is designed in accordance with the 2009 Internationhl Residential Code sectionJR502.1 1 :1 anO heo).i o.iand referencedstandard ANSI/TPI 1. LOAD CASE(S) Standard Scale = 1:19.8 0 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 SPACING 2-O-O Plates Increase 1 .15 Lumber Increase 1.15 Rep Stress Incr YES Code lRC2009/TP12007 qsl TC 0.46 BC O.22 wB 0.00(Matrix) DEFL in (loc) t/defl Vert(LL) -0.05 2-4 >999 Vert(TL) -0.11 2-4 >591 Horz(TL) -0.00 3 n/a Wind(LL) 0.00 Ud 360 240 nla 240 PLATES GRIP MT20 220fi95 Weight: 19lb FT = 0% LUMBER TOP CHORO BOT CHORD 2x4 DF 1800F 1.6Eot2x4 DF No.l&Btr2x4 DF 1800F 1.6Eor2x4 DF No.1&Btr Structural wood sheathing directly applied or S-9-1 2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. BRACING TOP CHORD BOT CHORD recommends that Slabilizers and required crossbe installed during truss erection, in accordance with Stabilizer REAcrloNs (lb/size) 3=21g/Mechanical,2=455/0-3-8 (min. o-1-g),4=4s/MechanicalMax Horz 2=93(LC 1 0)Max Uplift3=-50(Lc 10), 2=-54(LC 1 0)Max Grav3=219(LC 1),2=455(LC t),4=101(LC O) FoRcEs (lb) - Max. comp./Max. Ten. - Ail forces 250 (rb) or ress except when shown. NOTES 1) Wind:IS_CF 7.-09i90mph;TCDL_=4.2psf;.BCDL=4.2pst; h=2,5ft; B=45ft; L=24ft; eave=4fr; Cat. il; Exp B; enctosed; MWFRS (ail heights)and C-C Exterior(2) -1 -6-1 3 to l--5-3, lnterior(1 ) 1 -5-3 to 5-9-0 zone; caniitever 6t_ano right exposed ; end vertical teft and rightexposed;C-C for members and forces & MWFI?S lor reactions shown; Lumber DOL=1.6-0 ptate grip DOL=1.602) This truss has been designed for basic load combinations, which include cases wittr reorciions ioi multiple concurrent live loads.3) This truss.has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) Reler to girder(s) for truss to truss connections.5) Provide mechanical connection. (by others) of huss to bearing plate capable of withstanding .t 00 lb uplift at joint(s) 3, 2.6) This truss-is designed in accordance with the 2009 Internationil Residential code section;R502.1 1.1 ano ireo).i 0.2 and reterencedstandard ANSI/TPI 1. LOAD CASE(S) Standard Scale = 1:25.9 rets (Xy): [2:0-B-0,0+tt LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 SPACING 2-0-0 Plates Increase 1 .15 Lumber Increase 1 .15 Bep Stress Incr yES Code lRC2009/Tpt2O07 cslTC o.77 BC 0.41wB 0.00 (Mahix-M) PEFI in (toc) t/deft Udvert(Ll) -0.11 4-7 >92O 360Vert(TL) -O.27 4-7 >976 240Horz(TL) 0.01 2 nla nEwind(Ll) 0.05 4-7 >999 240 PLATES GRIP MT20 220t195 Weight:27 lb FT = 0%LUMBER TOP CHORDBOT CHORD 2x4 DF 1800F 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr1 .6E or 2x4 DF No.1 &Btr BRACING TOP CHORD BOT CHORD Structural wood sheathing direcily applied or 4_3_13 oc purlinsRigid ceiting direcfly apptied or r O_Old oc Uiac;ns. - -- *""'" REACTfONS (tbtsize) S=271.t,Mechanical, 2=658/0-3-8 (min. 0_1-8), 4=64/MechanicalMax Horz2=124(LC 10\Max Uplift3=-62(Lc 1O), 2=-5s(LC 10)Max Grav3=271 (LC 1 ): 2=658iLC t ),'+=r r O(t_C gl FOFCES (rb) - Max. Como'/Max. Ten. - At forces 250 (rb) or ress except when shown.TOP CHORD 2-8=-17alp65BOTCHORD 2-4=-69912541 NOTES 1) wind: ASCE 7-05; 90mph; TCDL=4'!psf; BCDL=4'2psf ; h=25ft; B=45ft; -L =24ft; eave=4rt;cat. il; Exp B; encrosed; MWFRS (ail heights)and c-c Exterior(2) -1-6-13 to'1--5-3, thteiiorir I r -s-i'io"a-i-o .on"; ""ni,r"*iiinl,ic-nlsht e*pos"o; end verricar reft and rightexposed;c-c ror members and rorces a urwrhs LirJair'il"r in6'ir"l iiii'L"r'6bii.;"d prare grip DoL=1.602) This truss has been desioned for basi" i";J;;;;;;il;".: wnicn incirioe cisler-rn"it-n-r"iJ.tion, for murripre concurrent rive roads.3) This truss has been desidned.for i lnb;J;;ti;'lhJriiiu" 'o"o nonconcurrenr with any other rive roads.4) Refer to girde(s) for trusi to truss conn&tions.c) Hrovlde mechanical connection (by others) of truss to bearing plate capabre of withstanding 100 rb uplift at joint(s) 3, 2.t'} Jg;rt:fiX'i3ffi'tl'i: '" accordan'ce with ine eoog inr"'JioiirE".i;;;ri;r c;; ffiiSris nsoz.r r.r ano heo2.i o.z and rererenced7) "semi-rigid pitchbreaks with tixed heels" Member end fixity moder was used in the anarysis and ctesign of this truss. LOAD CASE(S) Scale = 1:17.5 o SPAC|NG 2_O_O Plates lncrease 1 ..15Lumber Increase 1.15Rep Stress Incr yES Code lRC2009/Tpt2007 DEFL in (toc) t/deft UdVert(LL) nla - nla 999Vert(TL) nla - nta 999Hoz(TL) 0.00 3 n/a nla LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 PLATES GRIP MT20 220t195 Weight: 19 lb FT = O%LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&Btr IOr_CJ{ORD 2x4 DF 1800F 1 .6E or 2x4 DF lri;..i&Bi;OTHERS 2x4 DF Stud/Std REAcnoNs [ffE?]" l=-trl?i" ri (min' 0-1-8)' 3=1s3/5-7-o (min. o-1-B), 4=18e/5-7-6 (min. 0-1-8) Max Uptift1=_20(LC 10), 3=_20(LC 1O) FoRcEs (rb) - Max. comp./Max. Ten. - A[ forces 250 (rb) or less except when shown. BRACING TOP CHORDBOT CHORD NOTES 1) Unbalanced root live loads l1p. beel considered for this design.2) Wind: ASCE 7-05; 90mph: TcDL=4'eptii eCDr=a6si;"t'=esri; e=+sft; !124ft; eave=4ft; car: l-L Ex-p B; encrosed; MWFRS (ar heights) ". ili{*itr"Ji"if?,'iJ;'o!?T5fif|.;,:1"''Sli#nl1;*i ffi;itrillielfiii;1i;sed;c-c rb, '"'0"i" "niio,c"s a MWFRS :i6:.i:Hi[""i:";1,ffiiTff ffitffi?jfj;",flT:ina"ttns, wnicn incrude cases with reductions ror murtpe concurrent rive roads.5) This truss has been desioned for. a r o'o psr uoitim chord live road nonconcunent with any other live loads.6) Provide mechanical conn-ection. (bv oin;Ej Jiii,J. 6'i"liing pr"t" capaore oi *niir'sianilis r o0 rb uprift at joint(s) .r , 3.n lff.t:Y:iisffi'fl,.r '" accordinie witr ine ioos i',re.iiioiir ie'fi;;ti;r c;;#iiJris nsoz.r r.r and R802.10.2 and referenced LOAD CASE(S) Srandard Structural wood sheathing direcily applied or 5_7_6 oc ourlins_Rigid ceiting direcfly apptied or, t o_o5oc Oiicin;.- * '"""-' Scale = 1:35.9 III.lY i :IIl*l<5 6 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 SPAC|NG 2_O-OPlates Increase 1.15Lumber Increase 1 .1SRep Stress Incr yES Code lRC2009/Tpt2O07 csl TC 0.05BC 0.04 wB 0.07(Matrix) DEFL in (toc) t/deft UdVert(LL) nla - nta 999Vert(TL) nla - nta 999Horz(TL) 0.00 7 nla nla PLATES GRIP MT20 220t195 Weight:65 lb FT = 0%LUMBER TOPCHORD 2x4 DF l8OOF i.6E or2x4 DF No.1&BtrqgT CHORD 2x4 DF 1800F 1.6Eot2x4 DF N;.i&Bi;OTHERS 2x4 DF Stud/Srd Structural wood sheathing directly applied or 6_0_O oc ourlins.Filgro cetttng direcfly applied or 1 0_0_0 oc bracino. BRACING TOP CHORD BOT CHORD REACTIONS Ail bearings 13-7-6.(tb) - Max Horz 1 =-100(LC B)Max Uptift Ail uptift.100 tb-ortess at joint(s) 1, 7, 11, 12,g, IMax Grav Arr reactions 250 rb or resi at jointis; r, i, i,-i 1,9 excepr 1 2=265(Lc FoRcEs (rb) - Max. comp./Max. Ten. - Ail forces 250 (rb) or ress except when shown. NOTES 1 ) Unbalanced roof live loads hav_e been considered lor this design.2) wind: ASCE 7-05; gomph; TcDL=4'zpst; eCor-=a'ip.i; t'=zs! B=4sfr; L-24ft; eave=4ft; cat. il; Exp B; enctosed; MWFRS (a, heighrs)and C-C Exterio(2) 0-4-9 to 3-4-9, Int6rio(1j e_+-g 66_'911 r , .qxterio(2j o_g r i toJ_s-_ij zone; cantitever teft and right exposed ; endvertical left and right exposed;c-c ror menio'eis anoioi.". & MWFRS ii,a;".iioiJrio,nn;.r-umber DoL=1.60 ptate grip DoL=l.60;iffi,X,:Ti:i5"'ilrtff'31,::jTi:il:J:ilr",:f,:Iatio-ni, wnicn incruoe cases wiirr-rJuctions ror mutipre concurreit iive roaos. !) $.qOte requires continuous bottom chord bearinq.6) This truss has been desioned for a 10.0 pst ooiiom chord live road nonconcurrent with any other rive roads.7) Provide mechanical conn-ection.(bv otheaj ;iil; b ;;;"g qtel".;p;i" ii ,i,iiri"'t*,it'"gto0-tb uptift ar joint(s) 1, 7, j 1, 12, 9, 8.t) l,HJ:H';i3ffi'8ii: '" accorddnie with ihe ,ooe i'ite'iiltioiii nesilEnt;l c;;.lliiln, nsoz.r r.r and R802.10.2 and rererenced IOAD CASE(S) Srandard r),8=265(LC 1) u4 1l 4 Scale = 1:34,1 SPAC|NG 2_0_0Plates Increase 1 .15Lumber Increase l.1SRep Stress Incr yES Code lRC2009/Tp12007 gEF! in (toc) tldefl Ud .Yen( L!) -0.31 2-5 >293 240Horz(TL) 0.00 S nla nlaWind(LL) 0.00 2 ,'; z4oLUMBER I9! 9!19!9 2x4 DF 1800F 1.6E or 2x4 DF No.l&BrrBOT CHORD 2x4DF 2400F Z.OEWEBS 2x4 DF Stud/StdWEDGE LOADING (psf) TCLL 35.0TCDL 8.0BCLL O.OBCDL 8.0 6) This truss is BRACING TOP CHORD BOT CHORD PLATES GRIP MT20 220/195 Weight:41 lb FT = O% :lrJiy;ili,r*o sheathins direcfly apptied or 6_0-0 oc purtins, except Letti 2x4 DF Stud/Std REACIONS (lb/size) 5=370/M€chanicat, 2=563/0_5-8 (min. 0_1_8)Max Hoz2=163(LC 7)Max Uptift5=-52(Lc 7),2=_69(LC 1O) i3F%t."A'|, - y-t-?f;;r,""x. ren. .Al forces 250 (tb) or tess except when shown. WEBS 3_5=_290/151 NOTES " [!^t,f.Ei"t?;,t-t?i',]9:rl;l;il"'1,;i?i,l;iisih=25'; B=4sft;L =24ft; eave=4*;car- rr; Exp B; encrosed; MWFRS (a, heishts) ,, glp::-9q'-cp r"J inl'nol,! i"no rorces & MWFRS ro, ,"a"nol"'3f:j":1?i*1"jjl*iq ln"l'!,qflc:i.J "-",t["iidt ll'l ,'ght3l:i!ii:!!"rr:,'",'#T&;:liJ:t"",:"1.*Yfj,''lli:i:*;-1,: $rrliffitTifl81ll?'{i':E?ii';6iiffica''eft and risht 3i rhis trJ; h;; ;;;; ffi;ild for a 10.0 osr boftom "n",n i,Yj',ll.1nfl1d^193e-11iqpoucii91" i9.i'"rtinG "l""currenr rive roads.lil:[1:T,[tffi,fi:g?:l;*"f::",JiiiJ"#'ttJlliiX.i'[:Jff:T,ffffn#'*,,,fffi,t1ffij",;l,llli:1l l-"f_r_t" gkde(s) ror trusi toirusJc;;;:rHffi:5) Provide mechanical connlclon.loy ot'"it'i oJirrr" to bearing prate capabre of withstanding r 00 rb uprift at ioint(s) 5. 2.t) ],::J:H";i3ffi'3iT: '" accorointe witiiih; idfi iitJ.iiio;'ir nesiabntiar il;ilil;;! R502.11.1 and R8o2.i o.z :J,::J:H"ii3ffiFned in accordance wirn irre ioos ;6ili;;""5ffii;.;Hil: 3HJ1T:ll3li:,;33J: il":,$ ,;li'o'!llB:r.;"0 rererenced LOAD CASE(S) Standard T*l:ilIg direcuy apptied or 10-o-0 oc bracing. Scale = 1:218.6 4xB = 4 il-t:t':,-l Plates Increase 1 .15 Lumber Increase 1.15 Rep Stress Incr NO Code lRC2009/TPt2OO7 DEFL in (toc) Vert(LL) -0.16 10-12 Vert(TL) -0.27 10-12 Hoz(TL) 0.08 7 Wind(LL) 0.O7 10-12 l/defl Ud >999 360 >999 240 nla n/a >999 240 LOADING (psf) TCLL 35.0TCDL 8.0BCLL O.OBCDL 8.0 PLATES GRIP MT20 220t195 Weight:299 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&BtrBOTCHORD 2x6 DF 1800F 1.6EWEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing direcily applied or 5_1_B oc purlins.BOT CHORD Rigid ceiting direcfly apptied or I O_OToc Oiacing. REACTIONS (lb/size) 2=927.2/0-3-g (min. O_1-12),7=3266/0_3-8 (min.0-1_12)Max HoE 2=84(LC 7) Max Uplift2=-395(LC 8), 7=-394(LC 8) |9IC^E9^_(l!) - Max. Comp./Max. Ten^-elt forces 250 (tb) or tess except when shown.roP cHoRD 2-3=-6336p25, a-4=-sg3s/7s0, 4-s=_5ift/694, s_o=_sffiil7as,i'-1'='_dszottzsBorcHoRD 2'13='574/5s-56,t2-ts='szttsssa,Q-ti=-ssststtg,ii-i+=-igglsrid,-it rs=ssslsl7s, 1o-is=-sss/srze,9_1 0= _57 2t 5540, 7 _9=_97 21 5549WEBS 3-12=-563746,4-12=-264/2160,5_10=_261/2146,6_10=_492/47 NOTES.l ) z-ply truss to be connected together with 1Od (0.131,,x3,,) nails as follows:Top chords connected as follows: 2x4 - 1 row;t 0_9-0 o;.Bottom chords connected as follows: 2x6 _ 2 rows stagtered at 0_9_0 oc.Webs connected as follows: 2x4 - 1 row at O_g-0 oc. "'- 2) All loads are considered equally applied to all plies, except jt noted€s front (F)or back (B) face in the LoAD cAsE(s) section. pty to pty^. connectlons hav-e.been provided.to distribute 6nly loads noted as 1F) or (B), unl""i oin.j*s" indicated.3) Unbalanced roof live loads have been considerei for this design. ' 4) Wind: ASCE 7-05; 90mph; TcDL=4.2psf; BcDL=4.2psf ; h=25fi; B=45ft; L=24ft; eave=4ft;cat. il; trfp_ B; enctosed; MWFRS (a1 heights);cantilever left and right exposed ; end vertical left anl right expgsgd;. Lumber DoL=l .60 ptate grip DoL=1 .605) This truss has been desioned for basic load combinatiois, which inilude c".ei *ltn'iiiu"tions for multiple concurrent live loads.6) Provide adequate drainale to prevent water oondino.7) This truss has been desioned for a 10..0 pst tiottom inord live load nonconcurrent with any other tive loads.t) iSUl: mechanical conn'ection tui "ihi[l o]lii,-". ti'6"""ring ptare capabte or wiirrsianding 100 tb uptift ar joinr(s) except 0t-tb) 2=395, t, Jg;J:H";i,3ffi'tii:," accordance with the 200e lnternationat Residenriat code secrions Rs02.11.1 and R802.10.2 and referenced 10) "semi-rigid pitchbreaks with fixed heels" Member end fixity m-odel was used in the analysis and design of this truss.1 1) Hange(s) or olher conneclio.n device(s) shall be provided'.ttfi;;"i i; "r-;;"; J"-"J"iii"t"a r""d(s) 121 I tb down and 174 tb up ar11-2-0'354 lbdownand60 lbupat 12'o-l2,gs4lbdownandoorbupa['rs-eo,"nJssatbdownand60tbupat i5-3-4,and121 1tbdown and 174 lb up at 16-2-0 on bottom chord' The design/selection'of iuch .ori*.tion device(i) ir firJi"qrJn":Liti! ot others. LOADCASE(S) Srandard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, plate hcrease=j.15Uniform Loads (plf) vert: 1-4=-86, 4-5=-86, 5-8=-e6, 2-7--tU Continued on page 2 LOADCASE(S) Standard Concentrated Loads (lb) vert: 1 1 =-3s4(F) 1 2=-1 21 1 (F) 1 0=-1 21 1 (F) 1 4=-3541p; 1 5=-354(F) Scale = 1:10.6 Il+l" o j 1 SPAC|NG 2-0-0 Plates Increase 1.15 Lumber Increase 1 .15 Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (loc) t/deft Ud Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2 >999 240Horz(TL) -0.00 3 n/a nla Wind(LL) 0.00 LoADING (psf) TCLL 35,0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD 2x4 DF 1800F 1.6E ot 2x4 DF No.l&BtrBOTCHOBD 2x4 DF 1800F 1.6E or2x4 DF No.l&BtrWEDGE Left: 2x4 DF Stud/Std REACTIONS (lb/size) 2=298/0-3-8 (min. 0-1-8), 4=8/Mechanicat, 3=-6.1/MechanicalMax Horz2=50(LC 10) Max Uplifl2=-77(Lc 10),3=-61(LC 1) Max crav2=298(LC 1), 4=1g(LC 3), g=24(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 2S0 (lb) or less except when shown. NOTES BRACING TOP CHORD Structural woot sheathing direcily applied or 1-1 -2 oc purlins.BOT CHORD Rigid ceiling direcily applied or tO-O:ti oc bracing. PLATES GRIP MT20 220t195 Weight: 7 lb FT = 0% Mr teK recommencls that stabilizers and required cross bracinobe installed during truss erection, in accordance with StabilizeiInstallation 1 ) Windi AsllE 7-05; 90mph; TO.DL=4 .2pst; BcDL=4.2psf ; h=25ft; B=4sfti L=24ft; eave=4ft; Cat. tt; Exp B; enctosed; MWFRS (ail heighrs)and C-C Exterio(2) zone; cantilever left and right exposed ; end vertical lelt and right exposed;i-C fbr members ahd forces & MWFRSfor reactions shown; Lumber DOL=I.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.3) This truss.has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loabs.4) Refer to girde(s) for truss to truss connections.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 2, 3.6) This truss-is designed in accordance with the 2009 Internationil Residentiat Code sectionJR5o2.l 1.1 ano ifao).i o.zand referencedstandard ANSI/TPI 1. LOAD CASE(S) Standard Scale = l:15.6 Ji DEFL in (loc) l/defl Ud Vert(LL) -0.00 2-4 >999 360 Vert(TL) -0.00 2-4 >999 240 Horz(TL) -0.00 3 nla nla Wind(LL) 0.00 2 ** 24O SPAC|NG 2-0-0 Plates Increase 1 .15 Lumber Increase 1.15 Rep Stress Incr YES Code lRC2009/TP12007 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORO 2x4 DF 1 800F 1.6E or 2x4 DF No.l &Btr BOTCHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr WEDGE Left:2x4 DF Stud/Std REACTfONS (lb/size) 3=49/Mechanical, 2=32410-3-8 (min. 0-1-8), 4=1g/Mechanical Max Horz 2=72(LC 1 0) Max Uplift3=-1g(LC 7), 2=-55(LC 10) Max Grav3=49(LC 1),2=324(LC 1 ), 4=43(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES PLATES GRIP MT20 220t195 Weight: 11 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied ot 2-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. cross be installed during truss erection, in accordance with Stabilizer 1) Wind: ASCE 7-05; 90mph; TCDL=4.2psf ; BCDL=4.2pst; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; enclosed; MWFRS (all heights) and C-C Exterio(2) -1 -7-0 to 1 -5-0, Interior(1 ) 1 -5-0 to 2-6-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS tor reactions shown; Lumber DOL=I.60 plate grip DOL=1.60 2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Reter to girde(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable ot withstanding 1 00 lb uplift at ioint(s) 3, 2. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.1 0.2 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard Scale = 1:55.5 Tt^ta'l9lN-9 1Itl Plates Increase 1 .15 Lumber Increase 1 .15 ReD Stress Incr YES Code lRC2009/TP12007 DEFL in (loc) l/defl Ud Vert(LL) -0.20 7-9 >999 360 Vert(TL) -0.48 7-9 >559 24O Hoz(TL) 0.14 7 nla nla Wind(LL) 0.05 7-9 >999 24O LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD 2x4 DF 1800F 1 .6E or 2x4 DF No.1 &Btr BOT CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std PLATES GRIP MT20 220/195 Weight: .150 lb FT = 01o BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, excepl end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1 0-1 1. WEBS 1 Row at midpt 2-11, 4-10, 3-10 cross be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 12=-1326/Mechanical, 7=1006/0-5-8 (min.0-1-8), 11=322410-5-8 (min.0-3-7) Max Hoz 1 2=-1 93(LC 8) Max Upliftl2=-1434(LC 16), 7=-1O7(LC 10), 1 1=-148(LC 10) Max Grav 1 2=39(LC 1 0), 7=1 006(LC 1 ), 1 1 =3224(LC 1 ) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD t -1 3=-36/1 1 1 1 , 2-13=-24t1207, 2-14=Ot522, 3-14=Ot573,3-15=Ot437, 4-15=Ot321 , BOT CHORD WEBS NOTES 1 ) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-05;90mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1 -1 2 to 3-1 -1 2, Interior(1 ) 3-1 -1 2 to 9-4-0, Exterio(2) 9-4-0 to 12-4-0 zonei cantilever left and right exposed ; endvertical left and right exposed;C-C for members and lorces & MWFRS for reaclions shown; Lumber DOL=1.60 plate grip DOL=I.60 3) This truss has been designed for basic load combinations, which include cases with reductions lor multiple concurrent live loads. 4) This truss has been designed for a 1 0.0 pst bottom chord live load nonconcurrent with any other live loads. 5) Refer to girde(s) tor truss to truss connections. 6) Bearing at ioint(s) 7 considers parallel to grain value using ANSUTPI 1 angle to grain lormula. Building designer should verify capacity ol bearing surface. 7) Provide mechanical connection (by others) ot truss to bearing plate capable of withstanding 100 lb uplift at ioint(s) except (jt=lb) 12=1434 ,7=107, 11=148. 8) This truss is designed in accordance with the 2009 International Residential Code sections 8502.1 1 .1 and R802.1 0.2 and referenced standard ANSI/TPI 1. 9) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. LOAD CASE(S) Standard 4-5=-1 365/64, 5-6=-1 481 /53, 6- 1 6=-21 95/1 83, 7-1 6=-230s/1 61 , 1 -12=-33t1454 1 0-1 1 =-994/1 80, 9-1 0=0/767, 7 -9=-1 04/201 I 2-11=-2143/189,2-1 0=-63/1 551 , 4-10=-1220t106,4-9=0/1 079, 6-9=-724t183, 1 -1 1 =-1 434/1 03. 3-10=-804/47 s0381-14 I ylE Common ropperureevua$aoe3/20(tu)HP Job RefeJence (optional) ;;?glilp.l:,:l$ I;a.g!_"**r_1-1r.g1g,lylk! lpu$1i91 rnc Thu r.,ra 2o I o.e:+z zor + pr Scale = l:55.2 SPAC|NG 2-0-0 Plales Increase 1 .15 Lumber Increase 1.15 Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (loc) t/deft UdVert(LL) -O.12 7-9 >999 360Ven(TL) -0.30 7-9 >909 24OHorz(TL) 0.03 7 nla ntaWind(LL) 0.03 7-9 >999 24O LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD 2x4 DF 1800F 1.68 or2x4 DF No.1&BrrBOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&BtrWEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins, exceptend verticals BOT CHORD Rigid ceiting directly applied or 10-0-0 oc bracing, Except:6-0-0 oc bracing: 1 1-12.WEBS l Rowatmidpt 2-12,O-11,4-11 PLATES GRIP MT20 220t195 Weight rb FT=0% recommends that Stabilizers and required crossbe installed during truss erection, in accordince with Stabilizer REAcrfoNs (lb/size) 13=-250lMechanicat, 12=1gg7to-s-a (min.0-2-t), 7=1217to-s-B (min. o-1-8)Max Hoz 13=-194(LC 8) Max Upliftl 3=-41 SLLC 1 6), 1 2=-1 1 6116 1 O), 7=-1 1 2(LC I 0)Max Grav13=78(LC 1S), 12=1937(LC 1),7=1217[A 1) IQIC^E9^_(!) - Max. Comp./Max- Ten. - Ail forces 250 (tb) or tess excepr when shown.TOPcHORD 1-14=0/353,2.1!+t41?t2-1s=-447/11s,'s-ts=_zaz6io,s_re=_Csglrie,4_16=_474t118, 4-5=-1271 t1 49,5-6=_1 386/1 38, 6-1 7=-1 651 /1 58, 7_17=_1761 /137, 1 -19=_41 /444BOT CHORD 1 1 -12=-31 6/152, 1 0-1 1 =0/897, 9_1 0=0/897, 7 _9=_At n +ezWEBS 2-12=-1556/188,2-11=-64/1042,4_11=_849/137,4_9=_6/559,6_9=_471/116,1_12=_46Ot73 NOTES 1 ) Unbalanced roof live loads have been considered for this design.2) wind: ls-c! z.-os-1e!mphj Jc^Df+2Pqf; BCDI-=4-2psf; h=25t-t; B=45ft; L=24ft; eave=4tt;-cat. tt; Exp B; enctosed; MWFRS (alt heighrs)and c-c Exlerior(2) 0-1-12 to 3-1-12, Interio(1) 3-1-i2 to 9-4-OExterio(2) 9-4-0 to i2-4-b tonej"antit"ue, teii"ni iiii'i ""po.ed ; end -. ygltical left and right exposed;C-C for members and forces & MWFRS lor ieactions shown; Lumber DoL=l.60 praie jrii DOL=I .603) This.truss has-been-designed lor basic load combinations, which include cases with reduciions tor multiple "onburreiiliue roaos.4) All plates are 3x4 MT20 unless othenvise indicated. 5) This truss.has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads.6) Refer to girde(s) lor truss to truss conn6ctions.7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplitt at ioint(s) except 0t=tb) I g=41 5,12=118.7=112. 8) This truss-is.designed in accordance with the 2009 International Residential code sections R502.1 1.1 and Rg02.10.2 and referencedstandard ANSI/TPI 1. LOADCASE(S) Standard 80381 -14 I YFE Commn ury JopperureeKuascaoeS/zo( tD) H P Job Reference (optional) s^oct l 4 201 3 Print: 7.430 s Ocr 1 4 201 g lvti]ek t4dqst@??1BSSIlHeitrlnAAOvdFth6TdFhl-/.?irdi'le;7h^t;^;tihfr.;t ;iru.- rro r.c-..- Scale = 1:54.3 1 8-0-1 2t24-9-4 12 q.rre unsets (x,Y)::0-1-0.0-1 LOADING (psl) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 SPACTNG 2-0-0 Plates lncrease 1 .15 Lumber Increase 1.15 Rep Stress Incr YES Code lRC2009/TP12007 csl TC 0.58 BC 0.46 wB o.47 (Matrix) DEFL in (loc) t/defl Ud Velt(LL) -0.13 7-8 >999 360Vert(TL) -0.34 7-8 >807 24OHorz(TL) 0.03 7 nla nla Wind(LL) 0.06 7-8 >999 24O PLATES GRIP MT20 220t195 Weight: 149 lb FT = 0% LUMBERTOP CHORD BOT CHORD WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr2x4 DF 1800F 1.6E or 2x4 DF No.l &Btr 2x4 DF Stud/Std 2-1 1 =- l 589/1 94, 2-10=-69/1072, 4-10=-875/140, 4-8=-25t612,6_8=_51 8/1 34, 1 -1 1 =-496/9s BRACING TOP CHORD Structural wood sheathing direcily applied or 4-0_g oc purlins, exceptend verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:6-0-0 oc bracing: 1 0-1 1 .WEBS l Rowatmidpt 2-11,3-10,4-10 recommends that Stabilizers and required crossbe installed during truss erection, in accordince with Stabilizer REACTIONS FORCES (tb) TOP CHORD BOT CHORD WEBS NOTES (lblsize) 12=-291lMechanicat, t1=e66676-U-t (min.0-2-2), 7=10s8/MechanicalMax Horz 12=-185(LC 8) Max Upliftl 2=-454(LC 1 6), 1 1 =-t 39116 1 O), 7=-60(LC 1 O)Max Grav12=65(LC 15), 1 1=2000(LC 1), 7=1058(LC 1) ' - Max. Comp./Max. Ten. - All lorces 250 (lb) or less except when shown.1-\3= 11 /982, 2-13=0/443,2-14=_436/112,3_14=_271ti29,3-1 5=_349/1 31 , 4_1 5=-463/1 1 9.4-5=-1220/167, 5-6=-1425t147,6-1 6=-1 699/1 84, 7_16=_1799/171, 1 _12=_2b/483 1O-1 1 =-34?,143, 9-10=0/906, 8-9=0/906, 7_8=_103/1526 1 ) Unbalanced roof live loads have been considered for this design.2) wind: ASCE 7-05; 90mph; TcDL=42psI; BcDL=4-2psf; h=25i; B=45ft; L=24ft; eave=4ft; cat. [; Exp B; enctosed; MWFRS (ail heights)and c-c Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-i2 to 9-4-Q Exterior(2) 9-4-oto 12-.4--ln Tsnsi g^irirever ieiiani'iighi exposeo ; eno-. ygftigal left and right exposed;c-c for members and torces & MWFRS for ieactions shown; Lumber DoL=1.60 prate g-rii DoL=1 .603) This.truss has-beende-signed for basic load combinations, which include cases with reduciions for multiple conlurreii tive roaos.4) All plates are 3x4 MT20 unless othenivise indicated. 5) This truss.has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads.6) Refer to girde(s) for truss to truss connections.7) Referto girde(s) for truss to truss connections.8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 7 except (it=tb)12=454,11=139. 9) This truss-is.designed in accordance with the 2009 International Residential code sections R502.1 1 .1 and Rg02.1 0.2 and referencedstandard ANSI/TPI 1. LOADCASE(S) Slandard Scale = l:56.2 Tl.?l9INT?tt" Plates Increase .|.15 Lumber Increase 1 .1S Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (toc) Vert(LL) -0.13 1 1-12 Vert(TL) -0.2511-12 Horz(TL) 0.11 9 Wind(Ll) 0.0s 11-12 lldetl Ud >999 360 >999 240 nla nla >999 240 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD 2x4 DF 1 800F 1 .6E or 2x4 DF No.1 &BtrBOT CHORD 2x4 DF 1800F 1.6Eot2x4 DF No.l&BrrWEBS 2x4 DF Stud/Std BRACING TOP CHORD Structurar wood sheathing direcfly appried ot 4-7-100c purrins, exceptend verticals. BOT CHORD Rigid ceiling directly apptied or 1O_O_O oc bracing, Except:6-0-0 oc bracing: 14-1S.WEBS 1 Row at midpt 2-15,4-14,g-14 PLATES GRIP MT20 220t195 Weight: 172 lb FT = 0% recommends lhat Stabilizers and required crossbe installed during truss erection, in accordince witt St"Oifii"i REACTIONS (lb/size) 9=940/Mechanicat, 1 6=-869/Mechanicat, 1 5=2687/0_5_8 (min. 0_2_t 4)Max Hotz 16=-181(LC S)Max Uptifr9=-55{!C^1.9), 1-6!003(LC t6), 15=_171(LC 10)Max Gravg=94o(Lo 1), 16=57(LC io), rs=ZOez(lC't) l9lC^89^_(l!) - Max. Comp./Max..Ten-_- Ail forces 250 (lb) or tess except when shown.TOPCHORD 1-17=-53/783,.2-!=-3g/971 ,4-5=-1si/172,5-5=-13s2/128,6-20=-1614/147,7-20=_1613t1 47, 7-8=_1613/147,8_9=_9157169, 1 -16=_1 13/1 b26Bor cHoRD 14-1s=-7o1t17!, 13-14=-sg/704, 12-19=-68t77s, 1t-12=-2:4i'a2g, 1o_11=_zs}tzsgrWEBS 2-15=-1895/218, 2-14=-81t1911,4_14=-896/138,4-13=_253/59, 4_12=_121/1116,5_1 2=_s +tao, 6_1 2=_1 403/1 39, 6_1 0=_1 1 25170, 8_1 0=-1 8ifi t8i, t _t s=-s6an n,3-1 4=-354/31 NOTES 1 ) Unbalanced roof live loads have been considered for this design.2) wind: ASCE 7-05; 90mph; TcDL=4.2pst; BcDL=4.2psl; h=25!1-B-asjt; L=24ft;eave=4ft; cat lt; Exp B; enclosed; MWFRS (ail heights)and c-c Exterio(2) 0-1 -12 to 3-1-12, interio(1 ) 3-1 -i 2 6 9-4-0, Exterio;(2) s-+lo t" iz-l-b, Interior(1 ) 22-11-1s to 27-2-4 zone;canriteve,left and right exposed ; end vertical left and right exposed;c-c ior memobls a.if-";r a rtrwrns for reactions shown; LumberDOL=1.60 plate grip DOL=1 .60 3) This truss has been desioned for basic load combinations, which include cases with reductions for multiple concurrent live toads.4) Provide adequate drainale to prevent water oondino.5) This truss.has been designed for a 10.0 pst 5ottom inord live load nonconcurrent with any other live loads.6) Refer to girde(s) for truss to truss connections.7) Refer to ghde(s) for truss to truss connections.t) i;:l'33{ff:anical connection (by others) ol truss to bearing plare capabte of wirhstanding 1oo tb uptift at ioinr(s) 9 excepr (ir=tb) " LT;J:fiii,3ffi'8iil '" accordance with the 20oe International Residenriat code sections R502.1 1.1 and R802.10.2 and referenced 10) "Semi-rigid pilchbreaks with fixed heels" Member end tixity model was used in the analysis and ctesign of this truss.11)This truss has large uplift reaction$)lrom gravity load.case(s)- Properconn""tion i" r"{rir"d to secure lruss against upward movementat the bearings. Buirding designer must prwide ior uprift rea'ciions ihdicatea. LOADCASE(S) Standard Scale = 1 :51.010x16 MT18HS \\ ,,1j 1 3x8 :\ 4 4x4 'z 'I 3xO - 11 5x6 = I ^4 tl Plates Increase 1.15 Lumber Increase 1 .15 Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (toc) Vert(LL) -0.14 10-11 Vert(TL) -0.26 10-11 Horz(TL) O.12 8 Wind(LL) 0.05 10-11 l/defl Ud >999 360 >999 240 nla nla >999 240 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 PLATES GRIP MT20 220t195 MTl8HS 220t195 Weight: 176 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F t.6E or2x4 DF No.l&BtrBOT CHORD 2x4 DF 1800F 1.6Eor2x4 DF No.1&BtrWEBS 2x4 DF Stud/Std *Exceot, W1:2x4 DF 1800F 1.6E or2x4 DF No.1&Btr BRACING ToP cHoRD structurar wood sheathing direcfly appried or 3-3-3 oc purrins, exceptend verticals BOT CHORD Rigid ceiling direcfly applied or 10-0-O oc bracing, Except:6-0-0 oc bracing: 14-15. WEBS 1 Row at midpt 2_15,3_14 MiTeK recommends that Stabilizers and requirEd-ross bracingbe installed during truss erection, in accordance with Stabilizer REAcrloNs (lb/size) B=935/Mechanicat, 16=-916/Mechanicat, 15=2739/0-s-B (min.0-2-15)Max Hoz 1 6=-1 61 (LC B)Max Uplifts=-56(Lc_ 10), 16=-1090(Lc 16), 15=-166(LC 10)Max GravS=935(LC 1), t6=54(LC 1O), 15=2739(LC'1) IgIC^q9^ll!) - Max. Comp./Ma! I9n. t4!t forces 250 (tb) or tess excepr when shown.TOp CHORD 1-17=-57t860,17:1s:19{Sg!, 2_18=_4i/s;87,2_1s=o/36e, rg_zo=otssg, 3-20=0/3se,3-4=-5697146,4_5=_1302y130, 5-21=_1589t149,6_21=_15b8/149, e_Z=_iSegrr+s,7_8=_911t112, 1 _1 6=_1 1 1/1 1 03BOTCHORD 14-15=-342t142,13-14=_17t950,12-13=_74t718,11_12=_82/806,10_11=_273t25g8, 9-10=-267t2601 WEBS 2-15--187Ot208,2-14=-567999,3-14=-1199/121,3-13=_eeZgr, 4-1g=_783t146,4 -1 2=-337 t 47, 4_ 1 1 =_467653, 5- 1 1 =_ 1 590/1 86, 5-9=_ 1 238/1 09, t -s =_ ftsi i sz,1 -15=_1 144/207 NOTES 1 ) Unbalanced rool live loads have been considered for this design.2) Wind: ASCE 7-05; 90mph; TCDL=42psf; BCDL=4-2FSf; h:25ti; B=45ft; L=24ft: eave=4tt;.Car- il; Exp B; enctosed; MWFRS (ail heights)and c-c Exterio(2) 0- 1-1 2 to 3-1 -12, interior(1 ) 3-1 -i 2 to s-o-0, exterioilel o ojo to is-n-+, Interio(1 ) 1 5-4-4 to 22-11-1szone; cantiteverleft and right exposed ; end.vertical left and ri'gnt exposed;c-c ior mlmoLls anJrii"L. a rr;wFnd ioi r""ction-s liown;LumoerDOL=I.60 plate grip DOL=1 .60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.1l flovjde adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless othenvise indicatel.6) This huss.has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.7) Refer to girder(s) lor truss to truss connections. 8) Referto girde(s) for truss to truss connections.t) i;:l'33ilff:anical connection (bv others) ot truss to bearing plare capabre of withsranding 100 tb uptirt at joinr(s) I excepr (jt=lb) 10) This truss-is.de:igned in accordance with the 2009 International Residential code sections R502.1 1.1 and Rg02.10.2 and reterencedstandard ANSI/TPI 1. 1 1) "semi+igid pitchbreaks with tixed heels" Member end tixity modgl was used in the analysis anct design of this truss.1 2) This truss has large 'plift '^"-1:tl9l(:l ll9m gravity load.caie(s). Proper conneltion is rfruired to secure truss against upward movementc""ffi,l[38f,t6'Ids28uilding designer must provide ior uplift reactions indicared. .JOD 80381 -14 truss rruss rype R@F SPECIAL uly topperc€ereaffide3l20(lD)BP Job Referenc€ (ootional) Falb, lD 83401,ctl4 2oGFiint 7]43oaGl4 20i3 MiTek Industries, Inc. Thu Mq20- 1039:44 2014 ?l i'siiLtttt'LitiinnovoFtuo2oEul-t l{iasGKiCAxYlvx ETh6JLciqAzbTwczcdQLto; LOADCASE(S) Standard Scale = 1:47.2 TIlel9JNT^tiYtteI t- I "lI1taI iil 9 2x4 ll SPAC|NG 2-O-O Plates Increase 1 .15 Lumber Increase 1 .15 Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (toc) t/deft UdVert(LL) -0.16 1 1-12 >999 360Vert(TL) -0.29 11-12 >938 240Horz(TL) 0.14 9 n/a nlaWind(LL) 0.06 11-12 >999 240 LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&BrrBOT CHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&BtrWEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3_9_O oc purlins, exceplend verticals. BOT CHORD Rigid ceiling direcily applied or 10_O-0 oc bracing, Except:6-0-0 oc bracing: 1 -1 5.WEBS 1 Row at midpt- 3-1S, 6_12 PLATES GRIP MT20 220fi95 Weight: 149 lb FT = 0% MiTek recommends tnat StaSlizers and required crossbe installed during truss erection, in accordince with Stabilizer LOADING (pst) TCLL 35.0TCDL 8.0BCLL O.OBCDL 8.0 FORCES (tb) TOP CHORD BOT CHORD WEBS NOTES REAcnoNs (lb/size) 1=-1g4lMechanicat, 15=1891/0-5-8 (min.0-2-0),9=1O70/MechanicatMax Hoz 1 =1 26(LC 9) Max Uptiftl=-284(LC 16), 15=-121(LC 10),9=_65(LC 10)Max Gravl=20(LC 15), 15=1S91(LC 1), si=1070(iC 1) ' - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when snown.1 -1 6=-1 54/758, 2-1 6=- 1 38/869, 2_3=_89/846, S_tt =_95i1144, 4_17=_864t155,4_5=_970/1 83,5-18='14271176'6-18=-1691/162,6-19=-1811/174,7-jg=-1g1it1r4,t-a=-tbtdtti,-' -- 8-9=-1 040/1 28 1-15=-683/115,14-15=-93/599,13-14=-1O7t977,12_13=_116/1098,11-12=_365/3153, 1 0-1 1 =-359/31 55 2-15=-438/122,3-15=-1821t207,3_14=_1/365,4-14=_127t681,5_14=_804/189, 5-1s=-522n7,5-12=-66/1070, 6_12=_181029d,6_10=_1643/186,8_10=_206/1ir67 1 ) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2psf; h=25i; B_=4Sft; L=24t1; eave=4tl;,Cat. il; Exp B; enctosed; MWFRS (ail heights)and c-c Exterio(2) 0-0-12 to 3-o-12, interior(1) 3-o-i 2 tb 1 3-8-0, Exteri;(2) i 3:8-0 to toie-0, tnterio4r; 22-11-1s to 27-2-4 zone;cantilever left and right exposed ; end verticai left and right exposed;c-C fbi members and forces & MWFRS for reactions shown;Lumber DOL=1 .60 plate grip DOL=1.60 3) Thislruss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.4) Provide adequate drainage to prevent water Dondino.5) This truss.has been designed for a 10.0 psf 6ottom ihord live load nonconcurrent with any other tive loads.6) Refer to girde(s) for truss to truss connections.7) Refer to girde(s) for truss to truss connections.8) Provide.mechanical connection (by others) of truss to bearing plate capable of withstanding 1 o0 lb uplift at joint(s) I except (it=lb) 1 =284, 9) This truss-is designed in accordance with the 2009 International Residential code sections R502..| 1 .1 and Rg02..|0.2 anct referencedstandard ANSI/TPI 1. LOADCASE(S) Standard Scale = 1:45.1 I+ 18-0-8-6-12 't2 Y): l5:0-2-0.Edoc LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1 .15 Reo Stress Incr YES Code lRC2009/TP12007 csl TC 0.57 BC 0.51 wB 0.67 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) -0.15 5-6 >999 360 Vert(TL) -O.37 5-6 >750 240 Horz(TL) 0.04 5 nla nla Wind(LL) 0.08 5-6 >999 24O PLATES GRIP MT20 220t195 Weight: 117 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1 .6E or 2x4 DF No.'l&Btr BOT CHORD 2x4 DF 1 800F 1 .6E or 2x4 DF No. l &Btr WEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-9. WEBS 1 Row at midot 3-8 MiTek recommends that Stabilizers and reouired cross be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (lb/size) 1=16/Mechanical, 5=1 124lMechanical, 9=1635/0-5-8 (min. 0-1-12) Max Horz 1=-91(LC 8) Max Upliftl=-107(LC 16), 5=-69(LC 10), 9=-99(LC 10) Max Gravl=119(LC 15), 5=1124(LC 1), 9=1635(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-57t480, 2-10=-45t634,2-11 =-1010/147,3-1 1 =-869/1 66, 3-12=-1454t215, 4-12=-1594t193,4-1 3=-1 805/205, 5-1 3=-1 923n 90 BOT CHORD 1-9=-436/85,8-9=-321630, 7-8=-10/885, 6-7=-10/885, s-6=-1 16/1608 WEBS 3-6=-55/807, 4-6=-589/1 45, 3-8=-281 /73, 2-8=0/395, 2-9=-1 81 8/1 91 NOTES 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind,: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft;L=24ft; eave=4tt; Cat. ll; Exp B; enclosed; MWFRS (all heights) and C-C Exterio(2) 0-0-12 to 3-0-12, Interio(1) 3-0-12 to 13-8-0, Exterio(2) 13-8-0 to 16-8-0 zone; cantilever leftand right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=I.60 plate grip DOL=I .603) This truss has been designed for basic load combinations, which include cases with reductions lor multiple concurrent live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girde(s) for truss to truss connections. 6) Refer to girde(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 5, I except (it=lb) 1=107. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1 .1 and R802.1 0.2 and referencedstandard ANSI/TPI 1. LOADCASE(S) Standard 60981 -14 I H3 I russ I ype lommn ury 1 Jopperureevuascade3rzo( t[)) n P ,ob Reference (optional) ID:,u s_w Ie zulJ HInl: /.430 s oct 14 2013 MiTek Industrles, Inc. Thu Mtr'?1 B5Sl lHeirrlnAAnv Fh6T^Ehl-\/.rr^rrhl | -r ra^.,ai^ri^;i:;;- Scale = 1:47.3 I+ 5x6 = d 3x4 = 274-0-0 LoADING (psl) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 SPACING 2-0-0 Plates Increase 1 .15 LumberIncrease 1.15 Rep Stress Incr YES Code lRC2009/TP12007 csl TC 0.58 BC O.37 wB 0.22 (Matrix) DEFL in (loc) t/deft UdVert(LL) -0.14 5-6 >786 360Vert(TL) -0.35 5-O >317 24OHorz(TL) 0.01 S nla nlaWind(LL) 0.07 5-6 >999 240 PLATES GBIP MT20 220/195 Weight: 111 lb FT = 0% LUMBER TOP CHORD BOT CHORD WEBS REACTIONS (tb) - FORCES (tb) TOP CHORD WEBS NOTES 2x4 DF 1800F 1.6Eor2x4 DF No.1&Btr2x4 DF 1800F 1.6Eor2x4 DF No.l&Btr 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing direcfly applied or 6-0_0 oc purlins. .BOT CHORD Rigid ceiting direcfly apptied or tO-Old oc biacing.WEBS 1 Row at midpt 3-6. 3_8 _ . All bearings 23-0-0 except (jt=length) 1=Mechanical. Max Horz 1=-91(LC 8) Max Uplift All uplifl 100 tbortess atjoint(s) 1, 5, 6, 8Max Grav All reactions 250 lb or less at joint(s) except 1 =399(LC 1 5), 5=401 (LC - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when snown.1 -9=-338/36, 3-1 0=-6t273, 3-1 1 =0t27 4, 5-1 2=-338/363-6=-397 154, 4-6=-61 1 t1 47, 3-8=-394754, 2_8=-607 /1 46 ek recommends that Stabilizers anO-equireO aoss Uraclngbe installed during truss erection, in accordince with Stabilizer r6), 6=1001(LC 1), 8=9s5(LC 1 ) 1 ) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2pst; h:Zgt B_=45ft; L=24ft; eave=4ft;-Cat. l; Exp B; enctosed; MWFRS (al heights)and c-c Exterio(2) 0-0-12to 3-0-12, interio(1) 3-0-i2 to ts^-e-0, exterio4e;1a'-c-0to io'lg-o.on"; ianiiteverteftand iigntexposec; endvertical left and risht exposed;c-c ror members and forces & MWFRS torr6acrioni ino*n-; Gffiix;i=i;diiLT""sii; ool=.1.603) This truss has been designed lor basic-load combinations, which include cases witn ,edrctions for multiple concurrent live loads.4) This truss.has been designed for a 1o.o psf bottom chord iive load nonconcurrent with any other live loads.5) Referto girde(s) for truss to truss connections.6) Provide mechanical connection (by others) ol truss to bearing plate capable of withstanding I 00 tb uplitt at joint(s) 1 , 5, 6, 8.7) This truss-is designed in accordance with ine eoog Internatio-nil Residential cooe sections R502.1 1 .1 and Rg02.1 0.2 and referencedstandard ANSI/TPI 1. LOADCASE(S) Standard Scale = l:46.2 Plates Increase 1 .15 Lumber Increase 1.1S Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (toc) t/deft LldVen(LL) -0.18 1-9 >999 360Vert(TL) -0.43 1-9 >7S0 24OHorz(TL) 0.08 5 n/a ntaWind(LL) 0.09 1-9 >999 24O LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.OBCDL 8.0 PLATES GRIP MT20 220/195 Weight: 113 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6Eor2x4 DF No.l&BtrBOT CHORD 2x4 DF lBOOF 1.6E or2x4 DF No.t&BtrWEBS 2x4 DF Stud/Std Structural wood sheathing direcily applied or 2-1 1 -1 2 oc purlins.Higid ceiling directly applied or 10-0-0 oc bracing. Mr reK recommends that Stabilizers and required cross bracingbe installed during truss erection, in accordince with Stabilizer BRACING TOP CHORD BOT CHORD REACTIONS (tb/size) 1= 137_9/Mechanicat, 5=1535/0_3_8 (min. 0-t _10) Max Horz 1 =-1 00(LC 8) Max Uplift1=-83(LC 10), S=-132(LC 10) l9lC^E9^ _(P) - Max. Comp./Max.-Te1. - Ail forces 250 (tb) or tess except when shown.ToP cHoRD i-10=-2477t29a,2-1o=-2s60/2ss,2-11=-b1so/241, s it=-zooslzis+,.C_tz='f,aotz+2,4-1 2=-21 2Ot235, 4-13=-2321 t236, 5_1 3=_2444t21 2BOT CHORD 1 -9=-1 44/2102, 8-9=-3971 395, 7-8=_39/1 395, 5_7 =-1 40/2062WEBS 3-7=-49t751,4-7=-56s114s,3-9=_571792,2_9=_587/143 NOTES 1 ) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-05; 90mph;TCDL=4.2psf; BCDL=4.2psf; h12gir B_=45ft; L=24ft; eave=4ft;_Cat. il; Exp B; enctosed; MWFRS (ail heights)and c-c Exterior(2) 0-0-1 2 to 3-0-1 2, interio('l ) 3-0-i2 to t o- e-0, exteriorlzl r i,-a{ io t o-a-o ,on"; ianiitever teriinJ iignt exposeo ; enovertical left and risht exposed;c-c lor memberi and forces & MWFRS foir6actioni ;h";"-; l;;;;bti:T0;ffid;i; DoL=1.603) This truss has been desioned for basic-load combinations, which include cases *itn-ieoucnons for multiple concurrent live toads.4) This truss.has been desilned lor a 10.0 Gf botto; .noiJiv" toad nonconcurrent witn iny otner live loads.5) Refer to girde(s) for truss to truss connections.5) Provide mechanical connection (by others) ot truss to bearing ptate capable ot withstandingloo-lb uplift at joint(s) 1 except 0t=tb) s=132.7) This truss-is.designed in accordanbe with ine zoog Internationil Resid'ential coce sections R502.11.1 and R802.10.2 and reterencedstandard ANSI/TPI 1. LOADCASE(S) Standard Scale:1/4"=l' Plates Increase 1.1S Lumber Increase 1 .15 Rep Stress Incr YES Code lRC2009/Tp12007 DEFL in (toc) ydeft LtdVert(LL) -0.15 2-10 >999 360Vert(TL) -0.38 2-10 >848 240Horz(TL) 0.08 6 nla nlaWind(LL) 0.06 6-g >999 240 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 PLATES GR|P MT20 220/195 Weight: 115 lb FT = 0%LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&BtrBOT CHORD 2x4 DF lBOOF 1.6E or2x4 Or No.raeiiWEBS 2x4 DF Srud/Std Structural wood sheathing direcily applied or 3-4-9 oc purlins.Fflgto certtng ctarecily applied or 1 0_0_0 oc bracing. MiTek recommends that Stab@be installed during truss erection, in accordince witn StlUif ire, BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 2=1526/0-3--8 (min. O-1_10),6=1526/0_3-8 (min. O_1-10)Max Hoz2=101(LC 9)Max Uptift2=-129(LC 1 O), 6=_129(LC 10) I9IC_q9^ -(!) - Max. Comp./Max.^r9l' -ltl lolces 250 (tb) or tess except when shown.TOP CHORD 2-11=-242st211 , A-11=-2902/22:^, S_iz=ilOZzZS, 4_12=_1g62t236, 4_1g=_1s62256,5_13=_2102t225, 5-1 4=-2392t225, 6_1 4=_2425/201BOT CHOR D 2-1 0=_ 1 1 3/ 2046, I _ 1 0=-29 | 1 37 8, ir_S=_zsn sla, 6-8=- 1 3 1 /2046wEBS 4-B=-911752,s-8=-566436,+_to=_gnn,i_10=-5697136 NOTES 1 ) Unbalanced roof live loads have been considered for this design.2) wind: ASCE 7-05; 90mph; TcDL=4'2psf; BcDL=4.2psf; h=?s^ti; B=49fi; !:2aft; eave=4fi; car. l; Exp B; enctosed; MWFRS (ail heighrs)and c-c Exterior(2) -1 -6-13 to 1 -5-s, lht";io(1 ) r -s-sio i i-s-0, en9ri"1i2) is-ij-oili#0 zone; canrircveir"n ",ij'iight ""posed ; endvertical left and risht exposed;c-c for membbis and toicei a Mwrnsrii're""tion. .i'oiq l;ffi,il6i=i.ffi'pi"ll riY,p ooL=r.oo3) This truss has been desioned for basic-load comuinations, wtrich include ""r"i *iitt r"ar"trons ror muttiple concurrent live toads.4) This truss has been desidned for a to.o psioottoni JnJiJiiu" ro"c nonconcurrent with any other live loads.t) 5:!!g: mechanical conri'ection lov oineisj oriius; 6;;;;;.s prate capabre or withstandiis r 00 rb uprift at joint(s) except gt=rb) 2=12e, " LHat:Hlisffi8ii: '" accordance with the 2009 lnternational Residentiat code secrions R502.1 1.1 and R802.10.2 and referenced LOADCASE(S) Standard 10381 -14 | russ HIP GIFDER uly I 2 ropperureeuuascadeSr2o( | D) RP Job Referenc€ (optional) NOTES ID:??rt 14.20 t3 Print: 7.430 s Oct t+ z01g MitGk tndustriesJncjhu lrtar zo 103g55UHejulnMovoFhozoEbt-kl yvesE.lrOZXvcnieXggfXtifc+LZS ir' 11)Hange(s)orotherconnectiondevice(s)sha||beprovided.suf'icientto-supp.oItconcenated|oa 366 lbdownand54 lbupat 5-11-4,366 lbdownand54 lbupat 7-1 1-4,'366ruoownan-osa,ruufat s-rr-+,sootooowniLnos+toupat it-tt-+,366tbdownand54tbupat 13-1 1-4'366 lbdownand54 lbupat 15-1 1-4,366 lbdownand!+-t!-qpat 17-11-4,!96 lboo[nandsa-tL-up"iib-rt+,366tbdownand54tbupar 21-1i-4,366tbdown and 54 lb up at 23-11-4,383 lb down and 42 lb up at 25-11-4, 383 lb down ana izw up al 27-11-i,sC-3|[ Jown anc 42 tb up at 2g-11-4,eC-g-ro oown and 42 tb up at31-11-4'and3S3 lbdownand42 lbupat 33-11-4,and387 lbdownand+oruupJt os-rr-4bnbottomchbia. inJaesign/selectionof suchconnectiondevice(s)istheresponsibility of others. LOADCASE(S) Standard 1 ) Dead + Roof Live (balanced): Lumber Increase=1 .1 5, plate Increase=1 .1 5Uniform Loads (plf) Vert: 1 -3=-43, 3-5=-43, 5-7=-43, 1 -7--U Concentrated Loads (lb) vert:7=-387(B) 12=-366(B) 14=-366(B) 1 1=-3661s; q=--383(B) 10=-3661s1 17=-3661s1 rB=-3661s; i9=-s66(B) 20=-366(B) 21=-3661s;22=-s66(B) 2s=-s66(B)24=-366(B) 25=-383(B) 26=_3631s; 27=-3s31s1 28=_3s31s1' Scale = 1:60.4 Y -2-4 13-10 6-7-1 28-9- 8-4-0 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O,O BCDL 8.0 SPACING 2-0-0 Plates lncrease 1 .15 Lumber Increase I .15 Rep Stress Incr YES Code lRC2009/TP12007 csl TC 0.75 BC 0.68wB 0.82 (Matrix) DEFL in (toc) t/deflVert(LL) -0.23 10-11 >999Veit(TL) -0.51 10-11 >850 Horz(TL) Oj7 7 nta Wind(LL) 0.09 10-11 >999 Ud 360 240 nla 240 PLATES GRIP MT20 220t195 Weight: 170 lb FT = 0% LUMBER TOP CHORO BOT CHORD WEBS REACNONS FORCES (tb) TOP CHORD BOT CHORD WEBS NOTES BRACING2x4 DF 1800F 1.6E ot2x4 DF No.1&Btl 2x4 DF 1800F 1.6E or2x4 DF No.l&Btr 2x4 DF Stud/Std TOP CHORD Structural woo_d sheathing direcfly applied or 2_2_O oc purlins.BOT CHORD Rigid ceiting direcily apptied or t O-Old oc bracrng. recommends that Stabilizers and required crossbe installed during truss erection, in accordince wim StaOitizei (lb/size) 1 =1 83O/Mechanical, 7=1 830/Mechanical Max Horz 1=-91(LC 8) Max Upliftl =-1 12(LC 10), 7=-1 12(LC 1 O) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when snown.1 -1 4=-3503/359, 2-14=-3381/374,,2_1 5=_2698/31 9, 3_1 5=_2553/341 , 3_4=_2280tg4g,4-5=-228Ot343,5-'t 6=-2553/341, 6_1 6=_2698/31 9, 6_17=_9381/374,7_1 7=_3503/359'1-13=-287t3012, 12-13=-287r3_O12, 11 -12=-287/3012, 10-11=-182/i4t o, g-r o=-e-e17got z,8-9=-281 /30 1 2, 7 -8=-281 t301 2 ?-1?=O!?5O,2-11=-836/142,3-11=_56/733,4-11=_484/69,4_10=_484t6s,5_10=_56/733,6-10=-836n42, 6-8=0/250 1 ) Unbalanced rool live loads have been considered lor this design.2) Wind: ASCE 7-05; 90mph; TcDL=42psf; BcDL=4-2psf; h=25fi; ^B=45ft;.L=24ft; eave=Sft; cat. il; Exp B; enctosed; MWFRS (a[ heighrs)and c-c Exterio(2) 0-0-12 to 3-0-12,.interio(1) 3-0-j2 to to-to-0, e4e1-r@l i'g:i0-0 i"'io-4-15, Interio(1) 26-4-15 ro 35-11-4 zone;cantilever left and rig.ht exposed ; end verticai lbft and right exposed;C-C toi inehUers ano forces & MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=I.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.4) Provide adequate drainage to prevent water oondino.5) This truss has been designed for a 10.0 psf 6ottom ihord live load nonconcurrent with any other live loads.6) Refer to girde(s) for truss to truss connections. n l!\rtl? mechanical connection (by others) ot truss to bearing plate capable of wirhstanding 100 tb uptift at joint(s) excepr (jt=tb) 1 =1 12, 8) This truss-is. designed in accordance with the 2009 International Residential code sections R502.1 1 .1 and Rg02.1 0.2 and referencedstandard ANSI/TPI 1. 9) "semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard 60381 -14 & G3 I ylJe HIP uopperureeuuas€delyzo(tD)BP Job Reference (optional) - | -o-u . 14 zu I r Fnfi ; /.43u s ucl l4 201 3 MiT€k lndustdes, Inc. Thu Mar 20 1 0:3930 2otlltUHeiulnAAovoFtttOTnFhl-dr)^treV'f,tatFaadr D^F-^rrr;a-Aio-.lii-',.^-. Scale = l:63.2 Il*' ,*1o $t SPAC|NG 2-O-O Plates lncrease .t.15 Lumber Increase 1.1S Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (toc) t/defl Vert(LL) -0.20 13-15 >999Vert(TL) -0.41 13-15 >999Horz(TL) 0.15 9 nlaWind(LL) 0.08 13-1S >999 Ud 360 240 nla 240 LOADING (pst) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOPCHORD 2x4 DF tBoOF 1.6_Eot2x4 DF No.l&Brr-Except'T2:2x4 DF 2400F 2.OEBOT CHORD 2x4 DF 1800F 1.6EorZx4 DF No.l&BtrWEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing direcily applied. ,BOJ CHORD Rigid ceiting direcily apptied or t6_O_tioc Oracrng.WEBS 1 Row at midpt 3_13, S_12,g-12 PLATES GRIP MT20 220t195 Weight: 173 lb FT = 0% CK that ancl required crossbe installed during truss erection, in accordince with Stabilizer REACTIONS (lb/size) 2=1 971/O-S-8 (min. O-2_2), 9=1 83s/MechanicalMax Horz 2=1 1 7(LC 9) Max Uplift2=-154(LC 10), 9=-1 12(LC 10) I9IC^!9^_(Q) - Max. Comp./M-ax._Ten. - Ail forces 250 (tb) or tess excepr when shown.TOP CHORD 2-22=-s246/295,-a-22=-g}g7/522,5 q='_zSSStztZ, + ZSi=-zZtiEAi,'S_es=_zreolsog,5-6=-1 9ss/31 2, 6_24=_2187/306,7_24=-2215t29O,7_8=-23697269, b_2S=_Sioslszs,9-25=-32511324 BOT CHORD 2-15=-262/277-0-,-14-15=-22812770, 13-14=-228/2770, 12-13=-101/19 54, 11-12=-221t2776,1 O- 1 1 ='221 1277 6, 9-1 0=-451 /2920WEBS 3-15=0/298,3-13='9341144,5-13=-261531, s-12=-32g1g25,6-12--42/s3o,B-rz=-s39/145,8-1 0=0/298 NOTES 1 ) Unbalanced roof live loads have been considered for this design.2) wind: ASCE 7-05; 90mph; TcDL=4.2psf; BCDL=4.2psf; h=251-t; B=45ft; L=24ft; eave=sfu Cat. l; Exp B; enctosed; MWFRS (ail heights)and c-c Exterior(2) -1-6-13 to 1-5-3, Interio(1) 1-5-3 to i6-6-0,_Exterioilz; ro-6-olo rs--6,-0, Interio(1) 23-B-15 to 36-0-0 zone; cantiteverleft and right exposed ; end vertical left and rignt exposed;C-c ior memdeis ano ior"ei a ruwrns riri reactions'in-o-,ni;irro",DOL=1.60 plate grip DOL=1 .60 3) This truss has been designed for basic load combinations, which include cases with reductions lor multiple concurrent live toads.1l llgvide adequate drainage to prevent water ponding.5) | nls truss.has been designed for a 10'0 psf bottom chord live load nonconcurrent with any other live loads.6) Refer to girder(s) for truss to truss connebtions. 4 5::i'i: mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 tb uptift at joint(s) except (jt=tb) 2=154, 8) This truss.is.de:igned in accordance with the 2009 International Residential code sections R502.11.1 and R802.10.2 and referencedstandard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with tixed heels" Member end fixity model was used in the analysis anct design ot this truss. IOAD CASE(S) Standard 6.00 lrZ Scale = 1:59.9 ts 8-8-1 2 8-8-12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 8.0 SPACTNG 2-0-0 Plates Increase 1 .15 Lumber lncrease 1 .1 5 Rep Stress Incr YES Code lRC2009/TP12007 cslTC 0.63 BC 0.66 wB 0.58(Matrix) DEFL in (loc) t/deft Ud Vert(LL) -O.2213-15 >999 360Vert(TL) -0.47 10-11 >91 1 240Horz(TL) 0.16 10 nla ila Wind(LL) 0.09 10-11 >999 24o PLATES GRIP MT20 220t195 Weight: 169 lb FT = 0% LUMBER TOP CHORD BOT CHORD WEBS REACNONS FORCES (tb) TOP CHORD BOT CHORD WEBS NOTES 2x4 DF 1800F 1.6Eo(2x4 DF No.l&Btr2x4 DF 1800F 1.6Eor2x4 DF No.1&Btr2x4 DF Stud/Std BRACING TOP CHORD Structural woo-d sheathing directly applied or 2-7-2 oc purlins. .BO.T CHORD Rigid ceiling directty appt6d or t O-0-d oc bracing.WEBS 1 Row at midpt 7-13, 5-13 MiTek recommends that Stabilizers and requ-red-ross bracingbe installed during truss erection, in accordance with Stabilizer (lb/size) 2=1 979/0-5-8 (min. 0-2-21, 1 0=1 A17 lMechanicalMax Horz2=128(LC 9) Max Uplift2=-l60(LC 10), 10=-il0(LC 10) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.2-16=-3394t28O,3-1 6=-32337391 , 3-4=_36291296, 4-5=_2s12/292, 5_17=_2155t258,6-17=-1953t274,6-18=-2045/281 ,7-18=_2154t269,7_8=-2971t917, S_9=-3090/297;9-1 9=-3361 /333, 1 0-1 9=-3454/320 2-15=-216t29O7, 'f4-15=-136/2380,13_14=_136/2380,12_13=-193t24O4,11_12=_133t24O4, 1 0-1 1 =-23513004 6-1 3=-1 1 8/1 31 6, 7-13=-862/137 ,7-1 1=-26t593,9-1 1 =_504/1 33, 5_1 3=_830/1 34,5-1 5=-6/532, 3- 1 5=- 447 I 1 1 2 1 ) Unbalanced roof live loads have been considered for this desion.2) wind: ASCE 7-05; 90mph;Tcglj=1.2psf;.BcDL=4.2psl; h=25ft;_B=+5ft; !=z!ft; eave=Sft; Cat. lt; Exp B; enctosed; MWFRS (al heighrs)and c-C Exterior(2) -1-6-13 to 1-5-3, Interio(1) 1-5-3to 18 o-0, Exterloi(21 te-d-o to er-010 zone; cantiteveirettitio rtjttt e"posed ; end-. vertical left and right exposed;C-C for members and forces & MWFRS fir'reactions shown; Lumber DOf-=f .OO pfite lilf OOf_=f .OO3) This truss has been designed for basjc load combinations, which include cases with reductions for multiple con'curreii iive toaos.4) This truss.has been designed for a 10.0 psf bottom chord iive toad nonconcurrent wittr any omer live loads.5) Refer to girde(s) tor truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 tb uplilt at joint(s) except Ut=tb) 2=1 60,1 0=1 10. 7) This truss-is designed in accordance with the 2009 International Residential Code sections R502.1 1 .1 and R802.1 0.2 and referencedstandard ANSI/TPI 1. LOADCASE(S) Standard Scale = 1:62.4 4xO :\ 7 3.ooFZ SPAC|NG 2_0-oPlates Increase 1.15Lumber Increase 1 .15Rep Stress Incr yES Code lRC2009/TPt2007 DEFL in (toc) t/deflVert(LL) -0.51 12 >BS2 Vert(TL) -1.13 12-13 >S79 Horz(TL) 0.49 10 nlaWind(LL) 0.18 12 >999 ud 360 240 n/a 240 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD BOT CHOBDWEBS PLATES GRIP MT20 220t195 MT20H 165/146 MT18HS 220t195 Weight: 168 lb FT = 0% 2x4 DF 1800F 1.6Eor2x4 DF No.1&Btr*Except*T1: 2x4 DF 24OOF 2.0E 2x4 DF 1800F 1.6Eor2x4 DF No.1&Btr2x4 DF Stud/Std *Exceot' W6: 2x4 DF 1800F 't.6E or 2x4 DF No.t&Btr Structural woo.d sheathing direcily applied.F{tgro cetrtng direcfly applied or 1 0-0_0 oc bracing, Except:2-2-O oc bracing: 1 O-12.2 Rows at 1/3 pts 7-1A BRACING TOP CHORD BOT CHORD WEBS REAC]]ONS (tb/size) 2=19620-5-g (min. 0_2_2), 10=1967/0_5_8 (min. 0_2-0)Max Hoz2=129(LC 9)Max Uptift2=-1SB(LC 10), 1O=_158(LC t0) I9IC^E9^_(Q) - Max. Comp./Max.^T91. - Ail forces 250 (tb) or ress except when shown.TOP CHORD 2-1s=-3381/266, 3-1s=-327st2li,i_C_i6aztzta, q_s=_2so2/2s2, s_16=_23s7/27o,6-16=-2173/283, 6-17=-1846t262,7-17=_1s61/24s, z-e=_siea/iiile_6=-ibssrszs,9-1 8=-5945/491 , 1 0-1 8=-6059/469BOT CHORD 2-14=-17s/2895,13-14=-125i25i6, 12-13=-18413599, 10-12=-389/5425WEBS 3_14=_321162,5-14=Ot4O7,S_ts=_ogs/r+9,7_13=_5jjo2noi,t-ti=_tiiiztzg,s_12=-s8O/160, 6-13=_1 12/1309 NOTES 1) Vnbalanced roof live loads hav_e been considered for this design.2) wind; ASCE 7-05; 90mph; TCDL:4'lpsf; ecoLJ2pii;L2si; B=45ft; L=24ft; eave=sft;^cat. il; Exp B; enctosed; MWFRs (al heights)and c-c Exterio(2) -1 -6-1s to 1-5-3, r;rttio(1) r -s-i'to i 6-o-0, e.r!qrio(z) ia-d-ol" 21-6-o .on"; cantireueii;ft;;';idt "-posed ; endvertical left and right exposed;c-c tor membLrs "nu-r-""" & MwFRstJi're".tion" Jlnin; r-umber DoL=l.60 ptate giip DoL=l.60 ii iffi,Xt1'J"H''fffJ S,:?:|Tfl::::fi:"J:3: ;"JllJi:Tons, wtricn incruoe cases iviitr-re-ouctions ror murtipre conlu'en'i iive roaus. 5) lnls truss has been desioned for a 1-0.0 psf bottom chord live-lo,ad nonconcurrent with any orher live loads.t) 3ff:'i't"ltl"#(s) t0 coniicers pararret tii grain-v"rrd ,ii"i nr.rsner iaiiiiei't'soi"'r;;"r". Buirdins desisner shourd veriry capacity 7) Provide.mechanical connection (by others) of truss to bearing plate capabte of withstanding I 0o tb uplitt at joint(s) excepr ut=tb) 2=1 58, t) ]$at:Ht;i,3ffi'Fi1i: 't accordance with the 2009 Internarional Residentiat code sections Rs02.1 1 .1 and F802.10.2 and referenced 9) "semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and ctesign of this truss. LOAD CASE(S) Standard Scale = 1:62.4 TII9l9 ol t{ll1 Plates lncrease 1.15Lumber Increase 1 .15Rep Stress Incr yES Code lRC2009/TPt2O07 DEFL in (toc) UdellVert(LL) -0.37 12 >989Vert(TL) -0.85 t2-13 >433Horz(TL) 0.35 10 ntaWind(LL) 0.11 12 >999 ttd 360 240 n/a 240 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.OBCDL 8.0 PLATES GRIPMT20 220t195 MT20H 165/146 Weight: 171 lb FT = O%LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.l&BtrBOT CHORD 2x4 DF 1800F 1.6E or 2x4 Or rrro.r aeiiWEBS 2x4 DF Stud/Std BRACING TOP CHORD Structurat wood sheathing directly applied.BOT CHORD Rigid ceiting direcfly apptied or O-'O_ti|ctracinS.WEBS t Row at midpt 7_1g FEACTIONS (lb/size) 1 O=1 619/q-5^:B (min. 0_1 -i 1), 1'=22g21s-5_, (min. O_2_7)Max Horz 1 5=1 29(LC g) Max Uptiftl0-_126(LC 10), 1S=-269(LC 1O) |9IC_E9_ -1!) - Max. Comp./Mal. T9n.--_41 forces 250 (tb) or tess except when shown.TOP CHORD 2-16=-39517s7_, g-tO=-gaSlsSO, a-+=-Oie%, i-_S=S-oB/2,5_17=_144st1s2,6_1t=_127g/163,6-1 8=-1 1 s1/1 76, z-1s=_1266/1s7,7-s=_39ja71 e6, e-g=_noaon ao, g-is=l;roraou,10_19=_4797t285BOTCHORD 2-15=-756t424,14-15=_549/365,1g_14=0t1025,12_19=-32/2647,10-12=-207t427g*EBS 3-14=-21s1151.5,-5-14=-114st25b,s-ts=-i6izao,7-13=-1930/146,7-12=Ot2168, 9_1 2=_61 1 I 17 1, 3_1 5=-220Ot364, 6-1 3=-22157 g NOTES 1) tlnbalanced roof tive toads !1€ Og"l considered for this design.2) wind: ASCE 7-05; gomph;TCDL-=4'2p5f; ecor-=+.zpsi; n=25fi;-B=45ft; L=24ft; eave=sft; cat. il; Exp B; enctosed; MWFRS (ail heights)and c-c Exterio(2) -1-6-13 to r-s-3, r;rrdio.(r) r -s-s-ro ib-o-0,'e.I!9,r;iir) iri-ii-ol"-ir_ii_o zone; cantireveii;ft;;d';ish, "_posed ; endvertical left and right exposed;c-c for member:s and forces & MWFRS ror'reaciions Join; Lumber DoL=1.60 ptate s;p DoL=l.603) This truss has been desioned. for basic toao cornoinatioii which incruoe cises i"iitr-ie"auctions for multipre concurre;t iive roacrs.4) All plates are MT20 platei unless othen,ise inOicateO.5) | nls truss has been desioned for a 10.0 psf bottom chord live_lo_ad nonconcurrent with any other live loads.t);tff:'jrt"xtl#t(s) 10 coniiders pa'alreitSlrain-J;lr; il.; ANStnpt i;ilc b ;,";',tiluta. Buitdins desisner shoutcr verify capaciry 7) Provide.mechanical connection (by others) of truss to bearing plate capable ot withstanding I 00 tb uptitt at joint(s) except (jr=tb) 1 o=1 26, t) H!;at:fi";i3ffi'3iti: 't accordance with the 2009 International Residentiat code sections Rso2.1 1 .1 and R802.10.2 and rererenced 9) "semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard Mirek recommends ttrat Sta@be installed during truss erection, in accordince with Stabilizer Scale = 1:27.5 -8 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER SPACING 2-0-0 Plates Increase 1.1S Lumber Increase 1.15 Rep Stress Incr NOCode lRC2009/Tpt2007 csl TC 0.31BC 0.72 wB 0.38 (Matrix) DEFL in (toc) t/deft UdVert(LL) -0.06 5-6 >999 360Vert(TL) -0.10 5-6 >999 240Horz(TL) O.02 5 n/a nlaWind(LL) O.O2 5-6 >999 24O PLATES GRIP MT20 220n95 Weight: 114 lb FT = 0% TOP CHOFD 2x4 DF 1800F 1.6E or2x4 DF No.1&BtrBOT CHORD 2x6 DF 1800F 1.6EWEBS 2x4DF1800F 1.6Eot2x4DFNo.1&Btr.Except-W2:2x4 DF Stud/Std REACTfONS (tb/size) 5=4882/0-5-8 (min. O_2_1O),2=22gsto_5-8 (min. 0_1_s)Max Horz2=77(LC 7lMax Uptifts=-486(LC B), 2=_269(LC 8) FORCES (rb) - Max. como./Max. Ten. -- At forces 250 (rb) or ress except when shown.Jgl 9HoRD 2-B=-332i1s67,s_+=-sgcajosz, +siibliirBoJ cHoRD 2-6=-2sst2s71, 6_7 =_4s4t4s61', s-i :isiii;,atWEBS 3-6=-57415377,4-6=-i 09/5i9 ' NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nairs as follows:Top chords connected as follo-ws: zx+ _ r ,ow !t o_s_6'oJ.'Bottom chords connected as foilows: ZxO - Z rowi $ag;;reO at O_S-O oc.webs connected as foilows: zx+ - t row at 0-9-o "a, gl1-"pr member 4-6 2x4 - 1 row at 0_2_o oc.2) All loads are considered equally appliecl to "ripri"q'"-"';;-plttf nored as rr-iirl li-oi&'1"e; tace rn rhe LoAD cASE(s) section. pry ro pryconnections have been provided.to distribute.6nly loads noted as 1q or (81,'uil"ti oiii.l*ir" indicated.3) Unbatanced roof tive toads !ry_g beel consiaeiei ioiit-ir'o"rtgn.4) wind: ASCE 7-05; gomph;TcDl=4'epsr; aCDl-J2'pli; n=25fi; B=45ft; L=24fr;,eave=4ft;,car. l; Exp B; enclosed; MWFR' (a' heights);cantilever left and rioht exoosed ;end vertical lefl anil right exposed;.Lumber DoL=1.60 prate grip DoL=1.605) This truss has been-desioireo toi uasic roal idrliiliiJXr, *nicn inituoe cases-w:tn iiitictions for murtipre concurrent rive roads.6) This truss has been desiined for.a 10-o Gid;to-''ilJriiiu" ro"o nonconcurrent with a;y orher rive roads.7) Provide mechanical coniection oi oih"Iti orir$ t"'i"lii"g prate capaote ot wiii;;";i"g 486 tb uptitt at joinr 5 and 269 rb uptifr at joint t) ],T;rt:Hii3ffi'8iti: '" accordance with the 2009 lnternational Residenriat code sections Rs02.1 1.1 and R802.10.2 and referenced 9) Hange(s) or other connectio.n device(s) shall be provided slfficient to support concentrated load(s) 4035 lb down and 515 lb up at g-1 -g ;$[1"1tto lb down and 120 lb up at irj-o-rz on Sottot cr'tra. rne aeslffusereciiJ" i,i.r"n connecrion device(s) is the responsibirity of IOAD CASE(S) Srandard1) Dead + Roof_Live (baranced): Lumber Increase=1.15, prate Increase=1.15Uniform Loads (ptt) Vert: I-3=-86, 3-5=-a6, 2-5--tUConcentrated Loads (lb) vert: 6=_4035(B) 7=_1 814(B) BRACING TOP CHORD BOT CHORD Structural wood sheathing direcfly applied or 5_1 -O oc DurlinsFflgto cetttng direcfly applied or 1 0_0_0 oc bracing. uo0 80381 -14 I tu$ A1G | russ I ype Sci$or Structural v(y I Job Reference (oDtional) Truss &.430 s ID:??Y5eibANs Scale = 1:28.0 TIl-t^ 15,t-lq? |thllol DEFL in (loc) l/defl Ud Vert(LL) -0.03 6-8 >999 360 Vert(TL) -0.06 6-8 >999 24O Horz(TL) 0.04 6 n/a nla Wind(LL) -0.01 2-8 >999 24O Plates Increase 1 .'15 Lumber lncrease 1.15 Rep Stress Incr YES Code lRC2009/TP12007 LOADING (psl) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&Bh BOT CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std SLIDER Left 2x4 DF Stud/Std 3-6-13, Right 2x4 DF Stud/Std 3-6-13 REACTIONS (lblsize) 2=746/0-5-8 (min. 0-1 -8), 6=74610-5-8 (min. 0-1 -8) Max Horz 2=-81(LC 8) PLATES GRIP MT20 220fi95 Weight: 59 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling dhectly applied or 10-0-0 oc bracing' ek recommends that Stabilizers and required cross be installed during truss erection, in accordance with Stabilizer Max Uplift2=-81 (LC 10), 6=-81 (LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOdD 2-19=-1117139,3-1 3=-1 005/50, 3-4=-929165, 4-5=-929155, 5-1 4=-1 005/40' 6-14='1117129 BOT CHORD 2-8=01831, 6-8=0/831 WEBS 4-8=0/620 NOTES 1 ) Unbalanced roof live loads have been considered tor this design. ej WinO: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2psl; h=25ft; B= sftiL=24t1; eave=4ft; Cat. ll; Exp B; enclosed; MWFRS (all heights)' and C-C Exterio(2) -t-i-O'to 1-5-0, Inierio(1) 1-5-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0 zone; cantilever left and right exposed ; end vertical left and rignt exposed;C-C for memb6rs and lorces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1'60 3) Truss designed f6r winb toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard lndustry' Gable End -Details as applicable, or consult qualified building designer as per ANSI/TPl 1. A1 ihis truss has been deiigned for basic load ;ombinations, which include cases with reductions for multiple concurrent live loads. 5) Gable studs spaced at 2-0-0 oc. 6i This truss has been designed lor a 10.0 pst bottom chord live load nonconcurrent with any other live_loads. Zi Bearing at joint(s) 2, 6 co-nsiders parallel to grain value using ANSI/TPI 1 angle to grain lormula. Building designer should verify capacity of bearing surface. B) provide riechanical connection (by others) ot truss to bearing plate capable of withstanding 81 lb uplift at ioint 2_an-d 81 lb uplift at joint 6' gi ttris truss is designed in accordinbe with ihe 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard Scale = 1:45.9 -o 17 16 15 14 5x6 = tlsets (X.Y): I16:0-3-0 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 SPAC|NG 2-0-0 Plates lncrease 1.15 Lumber lncrease 1 .15 ReD Stress Incr YES Code lRC2009/TP12007 csl TC 0.07 BC 0.05 wB 0.13 (Matrix) DEFL in (loc) l/defl Ud Ved(LL) nla - nla 999 Vert(TL) nla - nla 999 Horz(TL) 0.00 11 nla nla PLATES GRIP MT20 220t195 Weight: 1 16 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1 .6E or 2x4 DF No.1 &Btr BOTCHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std REACTIONS All bearings 22-9-0. (lb) - Max Horz 1=-116(LC 8) Max Uplift All uplift 1 00 lb or less at joint(s) 1, 17, 18, 19, 20, 15, 14, 13, MaxGrav All reactions250 lborlessatioint(s)1,1'l,16, 17, 18, 19, 15, 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 12 14, I3 except20=305(LC 1), 12=305(LC 1 ) Unbalanced roof live loads have been considered for this design. 2i Wind: ASCE 7-05; gomph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; enclosed; MWFRS (all heights) andC-CExterior(2)0-5-12to3-4-S,lnterio(1)3-4-8to11-4-S,Exterio(2)11-4-8to14-4-Bzone;canlileverleftandrightexposed;end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 1rt5g1 pQL=1.60 plate grip DOL=1.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Alf plates arc 2x4 MT2O unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable ol withstanding 100 lb uplift atioint(s) 1, 17, 18, 19,20, 15,'14, 13, 12. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.1 0.2 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard 80381 -14 I clG I I ype Sci$or Structural ury 1 ruPlEr ur eeryuascaqeqzu\tu )Hf lob Reterence (oDtional) Scale = 1:29.5 IIl- IY.l'tolt+l 1-l SPAC|NG 2-0-0 Plates Increase 1.15 Lumber lncrease 1.15 Rep Stress Incr YES Code lRC200g/TP12007 DEFL in (loc) t/deft Ud Vert(LL) -0.05 6-8 >999 060Vert(TL) -0.09 6-8 >999 240Horz(TL) 0.05 6 n/a nlaWind(LL) -0.02 2-8 >999 24O LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD BOT CHORD WEBS OTHERS SLIDER REACTIONS FORCES (tb) TOP CHORD BOT CHORD WEBS NOTES PLATES GRIP MT20 220t195 Weight: 65 lb FT = 0% 2x4 DF 1800F 1.6Eor2x4 DF No.l&Btr2x4 DF 1800F 1.6E ot 2x4 DF No.1&Btr 2x4 DF Stud/Std 2x4 DF Stud/Std Left 2x4 DF Stud/Std 3-10-1, Right 2x4 DF Stud/Std 3-10-1 Structural wood sheathing directly applied or 5-9-1 2 oc purlins.Rigid ceiling directly applied or 10-O-0 oc bracing. BRACING TOP CHORD BOT CHORD recommends that Stabilizers and required cros.be installed during truss erection, in accordince with Stabilizer (btsize) l=19!G3-8 (min. 0-t -B), 6=79710-3-8 (min. 0-1 -B) Max Horz 2=86(LC 9) Max Uplift2=-84(Lc 10), 6=-84(LC 10) - Max. Comp./Max. Ten. - All torces 250 (lb) or less except when shown.2-17=-1262t41,3-17=-1139t54,3-18=-108254,4_18=_iO7Ot7O,4_19=-1070/59, 5-19=-1082/44,s-20=-1 139/43, 6-20=-1262t312-8=n1957,6-8=0/957 4-8=0/714 1 ) Unbalanced roof live loads have been considered for this design.2) Wind: lS_C! z.-O!.So.n1ph; TClj =4.2psf; BCDL=4.2pst; h=25i; B=45fr; L=24ft; eave=4fr; Car. il; Exp B; enctosed; MWFRS (ail heights)and C-C Exterio(2) -1 -7-0 to 1 -5-0, lnterio(1 ) 1 -5-0 to 6-6-0, Exterior(2j o-o-o t6 g-o-o .one; caniiteuer. rett ana righieiposed ; end ^. vertical left and right exposed;c-c for members and forces & MWFRS ior reactions shown; Lumber oor=r.oo prlte giif ool=r.oo3) Truss designed for wind loads in the plane ot the truss only. For.studs exposed to wind (normal to the face), see Standarcl Industry .. Gable End. Details as applicabte, or consult qualified building designer as irer ertlsrnFirl4) This.truss has^been-d-e-signed lor basic load combinations, wnich i-nctuoe dases with reductions for multiple concurrent live toads.5) Alf plates arc 2x4 MTaO unless othenvise indicated.6) Gable studs spaced at 2-0-0 oc. 7) This truss has been {esigned for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.8) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPl t angte to giiin iormula. Building designer should verify capacityof bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 tb uptift at joint(s) 2, 6.1 0) This truss is designed in accordance with the 2009 Internatiohal Resibential Cooe ieciions R502.1 1 .1 and R802.10.2 and referencedstandard ANSI/TPI 1. LOADCASE(S) Standard ', -'#,* r t# r "-r;:# r 'f..f.: t 3x4 ll 56 Scale = 1:34.3 DEFL in (loc) lldetl Ud Vert(LL) -0.04 9-10 >999 360 Vert(TL) -0.08 9-10 >999 240 Horz(TL) 0.02 8 n/a nla Wind(LL) 0.02 9-10 >999 24O SPAC|NG 2-O-O Plates lncrease 1.15 Lumber Increase 1 .15 Rep Stress Incr NO Code lRC2009/TP12007 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD BOT CHORD WEBS WEDGE 2x4 2x4 2x4 DF 1800F 1.6Eor2x4 DF No.1&Btr DF 1800F 1.6Eot2x4 OF No.1&Btr DF Stud/Std PLATES GRIP MT20 2201195 Weight: 70 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4'1 1 -13 oc purlins, excePt end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. and required cross be installed during truss erection, in accordance with StabilizerLeft:2x4 DF Stud/Std REACTIONS (lbtsize) 8=1z27lMechanical, 2=1095/0-4-'13 (min. 0-1-8) Max Horz 2=163(LC 5) Max UpliftS=-166(LC s), 2=-1 s6(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOp CHORD 2-11=-1458/126, 11-12=-13771117, 3-1 2=-1 331 /1 1 5, 3-1 3=-1 1 1 3/1 37, 4-13=-9221114, 5-8=-342196 BOT CHORD 2'17=-19011236,17-18='19011236, 10-18=-190/1236, 10-19=-190/1236' 9-19=-190/1236' 9-20=-1 53/961 , 20-21 =-1 53/961 , 21 -22=-153/981 ,8-22=-1 53/961 WEBS 3-9=-3O4t42.4-9=01475, 4-8=-12141162 NOTES 1) Wind: ASCE 7-05; gomph; TCDL=4.2pstiBCDL=4.2psf; h=25ft; B=45ft;L=2411; eave=4lt; Cat. ll; Exp B; enclosed; MWFRS (all heights); cantilever left and right bxposed ; end vertical left and right exposed; 1u.5s1 9QL=1.60 plate grip OOL=1.60 2) This truss has been-desighed lor basic load combinations, which include cases with reductions for multiple concurrent live loads' gl This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girde(s) for truss to truss connections. 5i provide frecndnical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (jt=lb) 8=1 66, 2=156. 6) This truss is designed in accordance with the 2OOg International Residential Code sections R502.1 1 .1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Hinge(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 lb down and 27 lb up at 1 -9-14, 26'tOuiar'i-S-+,37tbupat 4-3-14, l33 lbdownandS0 lbupat 6-7-4,4g-lbdownand52 lbupat 6-9-14, 122 lb.downand74 lbupat 9-3j14,and185 lbdownand73 lbupat 9-1 1-4,and191 lbdownand95 lbupat 11-9-l4ontopchord,andlTlbupat 1-9-14, 17|b down at 3-3-4.7 lb down at 4-3-14,'65 lb down at 6-7-4,34 lb down at 6-9-14,61 lb down at 9-3-14, and 80 lb down at 9-11-4, and 88 lb down at 1 1 -9-1 4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. B) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.15, Plate Increase=1'15 Uniform Loads (plf) Vert: 1 -5=-86. 5-6=-1 6, 2-7=-1 6 LOADCASE(S) Standard Concentrated Loads (lb) Vert:3=37(F) 10=-3(F) 11=27(F) 12=3(B) 13=-181(F=-48, B=-133) 14=-122(Fl 1s=-185(B) 16=-191(F) 17=e1r; 1s--t,t) 19=-44(F=-15, B=-29)20=-27\F) 21=-48(B)22=-39171 Scale = 1:58.74x6 ll DEFL in (loc) l/defl Vert(LL) -0.11 2-10 >999 Vert(TL) -0.27 2-10 >999 Horz(TL) 0.05 6 n/a Wind(LL) 0.04 6-8 >999 Ud 360 240 nla 240 Plates Increase 1.15 Lumber Increase 1 .15 Rep Stress Incr YES Code lRC2009/TP12007 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD 2x4 DF 1800F 1 .6E or 2x4 DF No'1&Btr BOT CHORD 2x4 OF 1 800F 1 .6E or 2x4 DF No.1 &Btr WEBS 2x4 DF Slud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std REACTIONS FORCES (lb) TOP CHORD BOT CHORD WEBS NOTES PLATES GRIP MT20 2201195 Weight: 123 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing' that Stabilizers and required cross be installed during lruss erection, in accordance with Stabilizer (lb/size) 2=1460/0-3-8 (min. 0-1-9), 6=1460/0-3-8 (min. 0-1-9) Max Horz 2=155(LC 9) Max Uplift2=-126(LC 10), 6=-1 26(LC 1 0) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-11=-1869/139,3-11=-17251167,3-12=-1616/204,4-12=-14471219,4-13=-14471219, 5-'l 3=-1 61 6/204, 5'1 4=-17 251 167' 6-1 4=-1 869/1 39 2-1 0=-41 /1 396, 9-1 0=0/958' 8-9=0/958, 6-8=-5211 396 4-8=-68/630, 5-8=-460/1 46, 4-1 0=-68/630, 3-1 0=-460n 46 1 ) Unbalanced roof live loads have been considered for this design. Zj WinO: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45fU L=24ft; eave=4tt; Cat. ll; Exp B; enclosed; MWFRS (all heights)' and C-C Exterio(2) -1 -7-O to 1 -5-0, Inierio(l ) 1 -5-0 to 1 3-O-0, Exterior(2) 13-0-0 to 16-0-0 zone; cantilever left and right explsed ; end vertical left and right exposed;C-C for memb6rs and forces & MWFRS for reactions shown; Lumber DOL=I.60 plate grip DOL=1 .60 3) This truss has be6n deiigned for basic load combinations, which include cases with reductions for multiple concurrent live loads. +) tnis truss has been designed for a 1 0.0 psl bottom chord live load nonconcurrent with any olher live loads' Sj provide mechanical conn;ction (by otheis) of truss to bearing plate capable of withstanding 100 lb uplift at ioint(s) except (jt=lb) 2=126, 6=.126. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard Scale = l:58.74x6 = Irl d Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (toc) ydeft UdVert(LL) -O.12 2-16 >999 360Vert(TL) -0.28 2-16 >554 Z4O Horz(TL) O.O2 6 n/a nla Wind(LL) 0.03 2-16 >999 240 LoADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.OBCDL 8.0 LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&BtrBOTCHORD 2x4 DF 1800F 1.6E or2x4 DF No.l&BrrWEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/SroWEDGE Lefl: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING TOP CHORD Shuctural woo_d sheathing directly applied or 5-1 1-0 oc purlins. .BOl_CHORD Rigid ceiting direcfly apptled or 6j0-d bc bracing.WEBS 1 Row at midpt 4-12 PLATES GRIP MT20 220/195 Weight: 185 lb FT = 0% recommends that Stabilizers and required cross bracingbe installed during truss erection, in accordance with Stabilizer REACTIONS 0b)- FORCES (tb) TOP CHORD BOT CHORDWEBS NOTES All bearings 13-3-8 except fit=tength) 2=0-3-8. Max Hoz2=155(LC 9) Max Uplift All uplift 100 lb or tess at joint(s) 2, 6, I excepr 12=-154(LC 10)Max Grav Ail reactions 2S0 tb or tess at ioint(s) 14, 1 3, i 1 , .tO, S, ei exceft 2=97S(LC 1), 1 2=1293(LC 1 ), 6=329(LC16) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when snown.2-33=-1 052/81 , 3-33=-91 4/1 09, 3-34=_809/1 s0, 4_34=-636/1 64, 4_35=0/298, 6_36=_321 /312-16=-26t740,15-16=-401256,14-15=_40t256,13-14=.40t256,12-13=_40/256 4-12=-892/65, 5-12=-5157163, 4-16=-90/645, 3_1 6=-499^ 58 1 ) Unbalanced roof live loads have been considered for this design.2) wind: AscE 7-05; 90mph; TCDL=4 2psf; Bc.DL=4.2psf; h=2,5f-1 B=45ft; L=24ft; eave=4ft; cat. l; Exp B; enctosed; MWFRS (a[ heights)and c-c Exterior(2) -1 -7-0 ro 1 -s-0, Interio(1 ) 1 -s-o tb 1 3-o-o, E49r!o(i1 13-0-b r; r 6-0-6 zone;'caniirever r}i an-d iigni exposeo ; eno-. v-ertical left and dght exposed;C-C for members and forces & trlWFRS ior reactions shown; Lumber DOL=I .60 plate orip DoL=l .603) Truss designed for wind loads in the plane of the truss only. For.studs exposeg t9 y'10 lnbimai" tt" 8."1,-.51 drJnJaro rnoustry .. 9.qblg End. Details as.appricabre, or consurt quaritied building designer as ber nr.rsrnFir'4) This.truss has-been_designed for basic load iombinations, wnicn i-nctuoe iases with reductions for multiple concurrent live loads.5) Alf pfates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc.7) This truss has been designed for a 1 0.0 psl bottom chord live load nonconcurrent with any other live loads.8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) 2, 6, I except (jt=tb)12=154. 9) This truss is designed in accordance with the 2009 International Residential code sections R502.1 1 .1 and Rg02.1 0.2 and referencedstandard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design ot this truss. LOADCASE(S) Standard I D:??1 85SUHejul nAA0voFtbOzoEbFN4lcbgBBl UOF , 6-6-7 , 13-0-0 | 19-5-9 , 26-0-0 ,27-6-0, 4x6 =S€le = l:57.6 35.0 8.0 0.0 8.0 LoADING (psf) TCLL TCDL BCLL BCDL LUMBER TOP CHORD 2x4 DF 1800F 1 .6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6Eor2x4 DF No.l&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std REACTIONS (lb/size) 1=1306/0-3-8 (min. 0-1-8), 5=1465/0-3-8 (min. 0-1-9) Max Horz l =-152(LC 8) Max Uplift1 =-78(LC 10), 5=-128(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All torces 250 (lb) or less except when shown. TOP CHORD 1 -1 0=-1 891/1 66, 2-10=-1740t183,2-11=-1640t209,3-1 1=-1471t237 ,3-12=-1455/225, 4-12=-1624121O, 4-13=-1733/17 1 , 5-13=-1877 /1 43 BOT CHORD 1 -9=-59/1 420, 8-9=0/965, 7-8=0/965, 5-7 =-57 I 1 403 WEBS 3-7=-66/630.4-7=-460/147.3-9=-72656.2-9=-473n4A NOTES 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph;TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; enclosed; MWFRS (all heights) and C-C Exterio(2) 0-1-12 to 3-1-12, lnterio(1) 3-1-12 to 13-0-0, Exterio(2) 13-0-0 to 16-0-0 zone; cantilever left and rightexposed ; end vertical left and right exposed;C-C for members and forces & MWFRS lor reactions shown; Lumber DOL=1.60 plate grip DOL=I.60 3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at ioint(s) 1 except (it=lb) 5=128. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.1 1 .1 and R802.1 0.2 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard Plates Increase 1 .15 Lumber Increase 1 .15 Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (loc) l/defl Ud Vert(LL) -0.12 1-9 >999 360 Ved(TL) -0.29 1-9 >999 240 Horz(TL) 0.05 5 n/a nla Wind(LL) 0.06 1-9 >999 240 PLATES GRIP MT20 220/195 Weight:121 lb Fr =91" BRACING TOP CHORD Structural wood sheathing directly applied or 3-1 1-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ek recommends that Stabilizers and reouared cross be installed during truss erection, in accordance with Stabilizer 8.oo F2 s.l d 15 18 a4 tl Scale = 'l:54.6 r'?t\ SPAC|NG 2-0-0 Plates Increase | .15 Lumber Increase 1 .15 Rep Stress Incr NO Code lRC2009/TP12007 DEFL in (loc) t/deft LtdVerl(LL) -O.1212-14 >999 360Vert(TL) 0.09 1-15 >999 24O Horz(TL) 0.04 8 n/a nla Wind(LL) 0.03 12 >999 240 LOADING (pst) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD 2x4 DF 1800F 1 .6E ot 2x4 DF No.l&Btr BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Sto Structural wood sheathing direcily applied or 3-5-9 oc purlinsRigid ceiling directly applied or 6-0-0 oc bracing, Exci:pt:10-0-0 oc bracing: 9-1 0,8-9. PLATES GRIP MT20 220/195 Weight: 170 lb FT = 0% BRACING TOP CHORD BOT CHORD WEBS 1 Row at midpt 4-12 recommends that Stabilizers and required cross bracingbe installed during truss erection, in accordance with Stabilizer REACTIONS FORCES 0b)TOP CHORD BOT CHORD WEBS NOTES (lb/size) 1=98/0-5-8 (min. 0-1-8),8=2639/0-3-8 (min. 0-2-13)Max Horz 1=-141(LC 6) Max Uplift1 =-1 267 (LC 1 21, 8=-61 o(LC B) - Max. Comp./Max. Ten. - All ,orces 250 (lb) or less except when shown.1 -2=-692/1 501 , 2-3=-1023t582,3-4=_9697735, 4_5=_8.1 0/785, 5-6=_1272/869.6-7=-2099/871, 7-8=-31 1 5/830 1 -1 6=-1 1 95/458, 1 6-1 7=-1 1 95/458, 1 5-1 7=-1 1 95/458, 1 5-1 8=_1 1 95/458, 1 8-1 9=_1 1 95/458,1 4-1 9=-1 1 95/458, 13-14=-719t768, 13-20=_719t768, 12_20=-719t768, 12_21=_608t977,1 1-21=-6O8t977, 11-22=-672t1715,22-23=_672t1715, 1O_23=-672t1715, 1O_24=_612/2b45,9-24=-61 2t2345, 9-25=-91 212345, 8-25=-61 2t23454-12=-791 /419, 5-12=-701 /231 , 5-11 =-177 /451 ,6_ 1 1 =_941 /8.t , 6_1 0=0/738, 3_12=-337 tgg2.3-1 4=-477 t21, 2-1 4=0/619, 2-1 5=-822tO, 7 _9=_37 / 1 O2O, 7 _1 0=-751 lO 'l) Unbalanced roof live loads have been considered for this design.2) wind: ASCE 7 05; 90mph; TcDL=4.2psf; BcPL=4.2psf; h=25fi; B=45ft;t=24ft:eave=4ft;.cat. tt; Exp B; enctosed; MWFRS (al heights); ^ cgntilever left and right exposed ; end vertical left and right exposed; Lumber D-OL=1 .60 ptate grip ObL=t .oO3) This.truss has^been designed for basic load combinations, which include cases with redrictioni tbr multiple concurrent live loads.4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for. a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.6) Provide mechanical connection (by others) ot truss to bearing plate capable ot withstanding 1 00 tU uptiii ai ;ointls) except (jt=tb) 1 =1 267,8=610. 7) This truss is designed in accordance with the 20Og International Residential Code sections R502.1 1 .l and Rg02.1 0.2 and referencedstandard ANSI/TPI 1. 8)Hange(s)orotherconnection-device(s)shallbeprovided_sufficienttosupportconcentratedload(s)434lbupat 1-0-12,434lbupat3-9-12'4?4lbupat 5-0-12,52 |b_downandl03ibupat 7-0-12,62lbddwnand103hupat g-o-i2,49tbiownand114tbupat 11-0-12,297 lbupat 12-1 1-4,307 lbupat 14-11-4,4lbdownand36 lbupat 16-t1-4,4lbdownanOaotOupaf tB-tr-+, t0gtbdownand20 lbupat 2O-11-4,and383 lbdownand.29.lbupal 22-11- ,and13b3 lbdownand91 lbupat z+-tf-+'on'nottomchord. Thedesign/selection of such connection device(s) is the r6sponsibility ot others.9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard Continued on page 2 TOADCASE(S) Srandard | ) Dead + Roof.Live (balanced): Lumber Increase=1 .1 5, plate Increase=1 .1 5Uniform Loads (plf) Vert: 1 -4=-86, 4-8=-86, 1 -B=-16 Concenhated Loads (lb) verr:12=297(8)11=-4(B)la=_621s;16=434(8)17=€a1s;18=434(8)19=_62(8)20=-49(8)21=S671s1 22=_4(FJ123=_103(B)2a=_3631s;25=-1363(8) Scale = 'l:29.0 lql.tlo 4x4 = "jNq Plates Increase 1 .15 Lumber lncrease 1.15 Rep Stress Incr NO Code lRC2009/TP12007 DEFL in (toc) t/deft UdVert(LL) -0.06 4-5 >999 360Verl(TL) -0.10 4-5 >999 240Horz(TL) 0.02 3 n/a nlaWind(LL) O.02 4-5 >999 24O LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD BOT CHORD WEBS REACTIONS FORCES (tb) TOP CHORD BOT CHORD WEBS NOTES PLATES GRIP MT20 220/195 Weight: 124 lb FT = 0ol. 2x4DF1800F 1'6Eor2x4DFNo'l&Btr i6i?[Etn structurat woodsheathingdirecryappriedor5-10-4ocpurrins.2x6 DF 1800F 1 '6E Bor cHoRD Rigid ceiling directly applied oll 0-0-0 oc bracing.2x4 DF Stud/Std (lb/size) 1 =390 1 /O-7 -1 2 (min. 0-2-1 ), 3=2460/0-7 -1 2 (min. 0-1 -1 4)Max Horz 1=-72(LC 6') Max Uplift1 =-262(LC 8), 3=-236(LC S) - Max. Crcmp./Max. Ten. - All torces 250 (lb) or less except when shown.1 -2=-47 05 t334, 2-3 = - 47 83 /3411 -6=-20713688, 6-7--2O7t3688, 5-7=-29713699,5_8=-1 41 /2555, 8_9=-1 4112555, 4-9=_141/2555, 4_1O=_212t3749,3-10=-212/3749 2-4=-1 64 12692, 2-5 = - 1 52t2659 1) z-ply truss to be connected together with 10d (0.131,'x3,') nails as follows:Top chords connected as follows: 2x4 - 1 row at 0-9-O o;.Bottom chords connected as follows: 2x6 - 2 rows staggered at O-8-0 oc.Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. -- 2) All loads are considered equally applied to all plies, exceptif noted as front (F)or back (B).face in the LOAD CASE(S) section. pty to pty^. connections have.been provided.to distribute only loads noted as (F) or (B),'u;less ottrerwise indicated.3) Unbalanced roof live loads have been considerei for this design.4) wind: ASCE 7-05; 90mph; TCDL=4.2.psti.BcD.L=4.2pst; h=25fi; B=45ft; L=24ft; eave=4tt;.cat. tt; Exp B; enctosed; MWFRS (ail heights); _. cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=I.60 plate grip Obl=t.OO5) This truss has been designed for basic load combinatiois, which include."."l ,"itt i"c,i"tioni f6r multipteconcurrent live toads.6) This truss has been designed for a 1 0.0 pst bottom chord iive load nonconcurrent wlm any omer live loads.7) Provide mechanical connection (by others) of truss to bearing ptate capante ot wiinstinJing 1 00 tb uptiti it ;ointlsy except gt=tb) 1 =262,3=236. 8) This truss-is- designed in accordance with the 2009 International Residential code sections R502.1 1 .1 and Rg02.1 0.2 and referencedstandard ANSI/TPI 1. 9)Hange(s)orotherconnectio_n^device(9)_9!gllbeprovidedsufficienilosupportconcentratedload(s)lo42 lbdownand69tbupat 1-0-12'92-4 lbdownand64 lb upat 2-11-4,919lbdowhand65 lbupat 4-11-i,'1os+looownanoz3tbupat o-tr-+,analosltbdownandT3fbupat 8-1 1-4,and1108 lbdownand77 lbupat 10-1 1-4onbottomchord. Thedesign/selectionof suchconneciiondevice(s)isthe responsibility ot others. LOADCASE(S) Standard 1) Dead + Rool Live (balanced): Lumber Increase=1.15, plate Increase=1.15Uniform Loads (plt) vert: 1-2=-86, 2-3=-86, 1 -3=-16 Continued on page 2 LOADCASE(S) Srandard Concentrated Loads (tb) Vert: 4=-1 054(F) 6=-1 042(F) Z =-924(F) B=-91 9(F) 9=-1 054(F) I 0=_1 1 08(F) Scale = 1:29.0 SPACING 2-0-0 Plates lncrease 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (loc) l/dett Ud Vert(LL) -0.09 8-9 nlr 12OVert(TL) -0.10 I nlr 12O Horz(TL) -0.00 10 nla nla LoADING (pst) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD 2x4 DF 1800F 1 .6E or 2x4 DF No.1&BtrBOT CHORD 2x4 DF 1 800F 1.6E or 2x4 DF No.l &BtrOTHERS 2x4 DF Stud/Sto WEDGE Left:2x4 DF Stud/Std, Right: 2x4 DF Stud/Std REACTIONS All bearings 9-0-0.(lb) - Max Horz 14=-86(LC 8) BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross brachgbe installed during truss erection, in accordance with Stabilizer PLATES GRIP MT20 220t195 Weight: 64 lb FT = 0% MaxUplift All upliftt00hortessatjoint(s)12, 13, 11except14=-172(LC16), 10=-172(LC1S)MaxGrav Allreactions250lborlessatjoint(s)except12=668(LC1),13=257(LC16),i4=52d(LC15),11=2S7(LC 15), 10=s29(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOPCHORD 2-15=-180/395,3-15=-169/514,3-16=-131/391,4-16=_128t477,4_s=_72t474,5-6=-72/474. 6-17=-128/477, 7 -17=-132/391, 7-18=_1 69/51 4, 8_1 8=_180/395 BOTCHORD 2-14=-360/196,13-14=-360/196,12-13=-360/196,11-12=-360/196,10-11=-360/196, 8-1 0=-360/1 96 WEBS 5-12=-6291114,3-14=-334t121.7-10=-334/121 NOTES 1 ) Unbalanced roof live loads have been considered for this design.2) Wind: {S_CE z.-05,l90nph; TCD_L=4.2psl; BC_DL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4tu Cat. tt; Exp B; enctosed; MWFRS (ail heights)and C-C Exterio(2) -1 -7-0 to.1 -5-0, Interior(1 ) 1 -5-0 to 6-6-0, Exterio(2) 6-6-0 to 9-6-0 zone; caniitetier l'eft and rigirt exposed' ; end - _. v€rtical left and dght exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 ptite grip DOL=I.603) ^Truss designed for wind loads. in the plane of the_truss only. For.studs exposed !o ryqd (normal to the tace), sie Stindard lndustryGable End Details as applicable, or consult qualified buitding designer as ier ANSI/Tp| 1.4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.5) Af f plates arc 2x4 MT2O unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed lor a 1 0.0 pst bottom chord live load nonconcurrent with any other live loads.8) Provide mechanical connection (by others) ol truss to bearing plate capable ot withstanding 1 O0 lb uplift at joint(s) 1 2, 1 3, 1 1 except(jt=tb) 1 4 =1 7 2, 1 0 =17 2. 9) Non Standard bearing condition. Review required. 10) This truss-is designed in accordance with the 2009 International Residential Code sections R502.1 I .1 and Rgo2.1 0.2 and referencedstandard ANSYTPI 1. LOADCASE(S) Standard Scale = 1:33.8 SPAC|NG 2-O-O Plates lncrease 1 .15 Lumber Increase 1 .15 Rep Stress Incr YES Code lRC2009/TP12007 DEFL in (toc) tldefl UdVerl(LL) -0.10 4-6 >999 360Vert(TL) -0.18 4-6 >945 24O Hoz(TL) 0.01 4 nla nta Wind(LL) 0.05 4-6 >999 240 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&BtrBOT CHORD 2x4 DF 1800F 1.6Eot2x4 DF No.1&BtrWEBS 2x4 DF Stud/StoWEDGE WEBS NOTES 3-6=0/31 3 BRACING TOP CHORD Structural wood sheathing directly applied or 5_4_14 oc purlins.BOT CHORD Rigid ceiling directly applied or t O-Old oc biacrng. PLATES GRIP MT20 220/195 Weight:58 lb FT = 0% that Stabilizers and required cross bracingbe installed during huss erection, in accordince with StabilizerLeft:.2x4 DF Stud/Std, Right: 2x4 DF Stud/Std REACTfONS (lblsize) 2=B971O-S-8 (min. 0-1-B), 4=997/O_5-B (min. 0-1_8)Max Horz 2=-97(LC 8) Max Uplift2=-93(Lc 10), 4=-93(LC 1O) I9IC-E9^]p) - Max. Comp./M_ax. T-en - Ail forces 250 (tb) or ress excepr when shown. I9l 9!1glp 2-7=-ss516s,7-8-=-6e6776, 3_8=_66e7e2'i_g=-oogrgz, s'-ro= os6n6, a_10=_63576sBOTCHORD 2-6=97563,4-6=67563 1 ) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-05; 90mph; TCDL=4.20r1. BCDL=4.2psf ; h=25ti; B=asft; \44ft; eave=4tt; Cat. il; Exp B; enctosed; MWFRS (alt heightsand c-c Exterio(2) -1 -7-0 to 1 -5-0, Inierio(l ) 1 -5-0 tb 7-6-0, !x1e19r(zj 7-6-0 t; 1 d-6-0 ;tne; canritever teft and righr expose6 ; endvertical left and right exposed;c-C for members and lorces & MWFRS ior reaciioni sno*n; Lumber DoL=l.60 plate grip DoL=1.603) This truss has been designed lor basic-load combinations, which include cases witn reouctions for multiple concurrent live toacls.4) This truss has been desioned for a 10..0 pst boftom chord iive load nonconcurreni *iin any ottre, live loads.5) Provide mechanical conn:ection. (by otneisl ot truls to u""ring prq!" capabte of withstindiig r oo ro uptift at joint(s) 2, 4.6) This truss is designed in accordance with ihe 2009 lnternatio-nil nesiuinfiar cou" rd.iio". R502.1 1.1 and R802.1 0.2 and referencedstandard ANSI/TP| 1. 7) "semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design ot this truss. LOADCASE(S) Standard ts0381-14 F1G I rus I yPe iommon Supported Gable vry coppercreetdcascadet/20(n-D-)fi-tr- r_-!Elef:er9!E4pl!9!eD_sID:?? Scale = 1:33.3 SPAC|NG 2-0_0 Plates Increase 1.15 Lumber Increase 1 .1SRep Stress lncr yES Code lRC2009/TPt2007 DEFL in (toc) t/deft UdVert(LL) -0.01 1 1 ntr 120Vert(TL) -0.02 11 ntr 12OHorz(TL) 0.00 10 nla nta LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 LUMBER TOP CHORD 2x4 DF 1800F 1 .6E or 2x4 DF No.l&BtrBOT CHORD 2x4 DF 1800F 1.6Eor2x4 DF No.l&BirOTHERS 2x4 DF Stud/Std WEDGE Left:2x4 DF Stud/Std, Right: 2x4 DF Stud/Std REACTIONS Atl bearings .15-0-0. (lb) - Max Horz 2=-97(LC 8) Structural wood sheathing directly applied or 6_0_0 oc purlins.Hrgro certtng direcily applied or 10_0_0 oc bracing. MiTek recommencs tnat s@be installed during truss erection, in accordince witf, StiUifAer. PLATES GRIP MT20 220t195 Weight: 77 lb FT = 0% BRACING TOP CHORD BOT CHORD MaxUptift Ailuptift.100tb_ortessatjoint(s)2, iO, 16, 17, 18, 14,1A, j2Max Grav Arr reacrions 250 rb or resi at joinr(s) is, r'0, iz, r'a, ii,1si,,1zexcept 2=302(Lc 1), r0=302(Lc r) FoRcEs (lb) - Max. Gomp./Max. Ten. - At forces 250 (rb) or ress except when shown. NOTES 1 ) Unbalanced roof live loads have been considered for this design.2) wind: ASCE 7-05; 90mph; TcDL=4.2psf; BCDL=4.2pit; n-zs-1i; B=45ft; L=24ft; eave=zt; cat. il;.Exp B; enctosed; MWFRS (ail heighrs)and c-c corne(3) -1-7-0 to t -s-o Exierio(2) 1 -6-0 tb i,-6-or ggTe(sl 7€-o to r-d-'o]o-ron"; cantirever teft and right exposed ; endvertical lett and right exposed;c-c for memb6rs and forces a MWrisfor rea.iion.-.iornn; Lumber DoL=l.60 ptate g6p DoL=1.603) Truss designed for wind loads in the plane ot ttre trusi onty. ror.stuo" L*poiiJio *in-jlnorr"r to the face), see standaro tndustry,, 93!1."".E:d,?:tl1s 3s_geticagle, or consutt.quaririeu UuirOing designer as irer ervdrnefr.4, I nrs lruss nas been desioned for.basic load combinations, wtricn i-nclude dases *itir reductions for multiple concurrent live loads.5) Alf pfates are 2x4 Mf 2O rinless othenivise indicated.6) Gable requires continuous bottom chord bearino.7) Gable studs spaced at 2-0-O oc.8) This truss has been desioned lor a 1 o'0 psf bottom chord live load nonconcurrent with any orher live loads.t) ij:fi:mechanical conn-ection(bvothers)oriri,iri,,u"liinsprarecapabieor*iihilancii"gl00tbuptiftarjoin(s)2, 10, 16, 17,18, 14, t t) ]ff t:Ht;i,3ffi8ii: '" accordance with the 2009 International Residenriat code secrions Rs02.1 1.1 and R802.10.2 and referenced LOAD CASE(S) Standard Scale = 1:33.2 ",{Dq Plates Increase 1 .15 Lumber Increase 1.15 Rep Stress Incr NO Code lRC2009/TPt2O07 DEFL in (toc) tldeflVert(LL) -0.09 6-7 >999Vert(TL) -0.15 6-7 >999 Horz(TL) 0.05 5 n/aWind(LL) 0.03 6-7 >999 Ud 360 240 ila 240 LoADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.O BCDL 8.0 PLATES MT2O GRIP 220/195 Weight: 148 lb FT = 0% LUMBER TOP CHORD 2x4 DF 1800F 1.6Eor2x4 DF No.1&BtrBOT CHORD 2xG DF tB00F 1.5EWEBS 2x4 DF Stud/Std'Exceot* W1:2x4 DF 1900F 1.6Eor2x4 DF No.1&Btr Structural wood sheathing direcily applied or 3-1 .l _4 oc purlins.r{rgto cetttng direcily applied or 10_0-0 oc bracino. BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 5=7584/0-5-8 (min. 0-4_1), 2=39s0/0_5-8 (min. 0_2-2)Max Horz 2=93(LC 7) Max Uplifts=-614(LC 8), 2=-398(LC 8) PIC^q9-ll!) - Max. Comp./Mal Ten: -ltl-fgrces 250 (tb) or tess except when shown.TOP CHOBD 2-3=-61 1 sj1ss7, 3-4=-663s7661, a_s:g,is6laisBOT CHORD 2-7=-401/4830-,7-B=-il4n4il , A_e=-6tiniAt ,6-9=-614174s1 , g-10=-614t7481, 5-10=-614/7481 WEBS 3-7=-61976753,4-7=-2612119t,4_6=_221tgg88 NOTES 1) 2-ply truss to be connected together with 10d (0.1 3.1 ,,x3,,) naits as follows:Top chords connected as follows: 2x4 - 1 row;t 0_7_0 od.Bottom chords connected as follows: 2x6 _ 2 rows stagg;reO at 0_4_O oc. f,i,::,::i?::,:1"?,:tl?:;";,i#"^t^1"^: I g,,r*^"^"rii::i,_,e1,ngl i .i 211..1 row at 0_e-0 oc, member 4_6 2x4 _ 1 row ar 0_s_0 oc.websconnectedasfollows:.2x4-1 ,o,nato s-6oc,i"*""-eptmember 7-42x4-1 rowato-9-0oc, member4-62x4- 1 rowat0-9-0oc.a #,f:3i,"T""n':J""'3::"t"","ty,:'yri3tllfl,ll,fl ll'i1*.""*,yil"X"^',,:lt itnil1:i$ r"* i; fi; icjAD cAserbi",l,ton. pry to pryconnecrions have been prwiced,tb'distribute 6nry L"d;-fiird;;H;;iBi,';ffiffiiilJiJ[?i"lt'llli]3) Unbalanced roof live loads have been considerei for this desron.u, uiludrdilueq ruur ilve toaos nave Oeen considered for this design.q Hi,i;ffi"'5';ffi',i"?l8l;Jg?!;1;3t'1f,?,?H1inil,="':ll"'^=,'r1i-r=?jl,^:"":=^fti,c.1t ,; Exp B;enc-rosed;MWFRS (a' heighrs);ii1i',;L:l'f1""*i*"",:*:i9j::^ql:jg1llldi6hr e.;poseo; r-r"i'oe, dbtioo ririL g,ip DoL=l.60SiTl;: l;;:: 1;: 33:l:::**: ;1:F:1."'"^*i:,i:itiiti][,;!i{i"T,,'lliii"","*',,n',33,ijil".S13,o'?E1"6lon",,'"n,,ive ,oads9ll5,,j:':j:f":?:t*::s::.9^Frj.1910-ffLqetu'ihi;JivJiiiii'Jii"J'"ffi4;i;i,h"Hil"il:J',i1il:!::4 i5U3: mechanicarconiection 1uv otreisj J tiui;6;;;;; ffii" ilffiii"#l#',':'#',{n"i';"J"iliJi,1Xi'p,",rrr except 't=rb) 5=614, t) lg;a':Ht;i3ffi'tii:'" accordance with the 2009 lnternational Residenriat code secrions R502.11.1 and R802.10.2 and referenced 9) Hange(s) or other connection !e-v1c9(s) shall. be provided sufficient-to_ support concentrated load(s) 4461 tb down and 514 tb up at 8-1 -8'18l4lbdownand120 lbupat 10-o-l2,anoteiglbdownandl20lbui'at tz-o-rz,*0 1801 tbdownandllStbupar 14-0-12onbottom chord. The design/s'election of such connection o'evice(s) is theiEspbnsio-itiiftiorners. LOADCASE(S) Srandard1) Dead + Roof Live(balanced): Lumber lncrease=1.15, plate Increase=1.15Uniform Loads (ptf) Vert: 1-3=-86, 3-5=-86, 2-5--1u Continued on page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-4461(F) B=_1814(F) 9=-1S19(F) 1O=_1801(F) Scale = 1:34.9 late otlsets (X,Y): J2:0-3-0.0-0-1 10-11 4-1. LOADING (psf) TCLL 35.0TCDL 8.0BCLL O.OBCDL 8.0 LUMBER SPAC|NG 2-0_0Plates Increase 1.15 Lumber Increase 1.15Rep Stress Incr yES Code lRC2009/Tpt2007 csl TC 0.73BC 0.41 wB 0.14(Matrix-M) DEFL in (toc) t/deflVert(LL) -0.18 5-8 >526Vert(TL) -0.37 S-g >252Horz(TL) 0.05 2 nlaWind(LL) 0.13 S-B >719 Ud 360 240 n/a 240 PLATES GRIP MT20 220t195 Weight:41 lb FT = O% TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No..t&BtrBOT CHORD 2x4 DF 24OOF 2.OEWEBS 2x4 DF Srud/StdWEDGELett:2x4 DF Stud/Std REACTIONS (lb/size) 2=550/0-5-8 (min. 0-i-8), 5=387/MechanicalMax Hotz 2=155(LC a)Max Uplift2=-64(LC 10), 5=-40(LC 7) I9lC-!9^ !!) - Max. Comp./Max. Ten. - At forces 250 (rb) or ress excepr when shown.TOP CHORD 2-9=-22912s5WEBS 3-5=-273t163 NOTES 1 ) Unbalanced root live loads have been considered for this :lrJi$ili:* shearhing direcily apptied or 6-0-0 oc purtins, except BRACING TOP CHORD BOT CHORD , / v,.vq,q,,eeu rvvr rvc reaus flave Deen const(lered for this design.o H'Jt.t1%1,"',?tii}3',1!?l;iiit?l;??P,i;i;i*j*;r'::-*^o.u,lr !:r1'lf-"y-ltrcer il; E1p B;enc,osed; MWFRS (ail heighrs);:1,9fi"'#?tT,!?,1;',"',:".1;:3iJl*:Xtt,l-:;:lll":"fH#d{ri1i:0 pr;l'i#il"'l'..ii3r5;i"X":""'fl;iiTfi:"9]iii!.) fi*lJ,l"Jr::i::l'ffSn:t'"-c rormemb6rs and rorces & MWrns io,,eaction";;;iiftiiilil?i5'r:T3ffi':?Jl;ll3b.1i:# 4) rhis rrrrss haq haan n.",;^-g lll !1r,1"^t119::Ibjqigr:,.which inctude d;;;;th-r.,il;rons for muttrpte concunenr tive toads.3ll:[l1f;[11.iff*1;:::Tq::j";Jg^'^?:l6Jtt i"i'tniljii""'Hjffffiffi#i'il*,f:ffi1llJilliJ:!!: concu*enr rive roads 5) Refer to girde(s) for trusi to truss connections.6) Provide mechanical connection. (by others) of iruss to bearing plte c.apable of withstanding 1 00 tb uplift at joint(s) 2, 5.4 L:';J:H"ii3ffi'8ii:'" accorddnte with ih; t00e intJinitio;ir nesio'enrar a;;";il;;, Rs02.11.1 and nao2.io.z ancr rererenced LOAD CASE(S) Standard Rigid ceiling direcily applied or 10-0-0 oc bracing. s Scale = 1:60.1 IIJ- ta'l'1-?lt9 l 925 4x4 -4xB = 4x4 = SPAC|NG 1_0_0Plates Increase 1.15Lumber Increase 1.15Rep Stress Incr NOCode lRC2O09/Tpt2007 DEFL in floc)Vert(LL) -0.28 9-1 iVert(TL) -0.4e 9-1 1Hoz(TL) 0.13 7Wind(LL) 0.1211-13 l/defl Ud>999 360 >896 240 nla nla >999 240 LOADING (psf) TCLL 35.0 TCDL 8.0 BCLL O.OBCDL 8.0 PLATES GRIPMT20 22ot1g5 Weight: 389 tb FT = O%LUMBER I9l 9l{9!9 2x4 DF 1800F 1.6E or2x4 DF No.l&BrrBOTCHOBD 2x6 DF 1800F 1.6EWEBS 2x4 DF Srud/Srd Shuctural wood sheathing direRisid ceirins oi,ecrv appiLj #|J Slf5t:j.1.i: oc purrins. BRACING TOP CHORDBOT CHORD REACIONS (fb/size) 1=4051/Mechanicat, 7 =4477/MechanicalMax Horz 1=-36(LC 6)Max Uplift1=-507(tC b), 7=_sos(LC s) FORCES (rb) - Max. Como./Max.-Ten. - At forces 250 (rb) or ress except when shown.rop cHoRD 1-z='ssaihs1,s,2-i=-6;s;);;?".\:#:iiigctu, +_is!_iiiiiisibl'irra=_tttsrsta,_ 5_16=_71701916,s_6=-6s3glege,6-z=aiisrg+sBor cHoRD 11t='s66171-65,-rz--rc*e6iii'aE, i+-ii"="-66677165, 14-1s=-886/716s, 1s-20=-886/716s,13-20=-886116s,12-13=-721t602i, iz-ii-77y9gi+, zi-iiJtitiri6rq,' ,t-zz=_tzrrcoz+,1 r_23=_6e6/6060, 23_24=_6s6/6060, ro_ii:os_oloooo, s-1 0=_6s6rd6E6i,g_rs=_azsnzso,25-26=-825/7250,8-za=-s2s/725[,b-iz=-izwzso, ii_za=.eiEiiiz6iz]zu= ezsnzsowEBs 2-14=-124/1022.b-ts= *i-iiizisrril=_=ii5n"."r;s_itli6iiiiiii'_ii,=_ossrcz,5_1 1 =_2t211 526, 5_9=-20211 88s, b_s=r sl6rr 44, 6-8=-67 11s74 NOTES 1) 2-pry truss to be connected together with 1od (0.131"x3,') nairs as forows:Top chords connecred as foldws: z"a _ i iJi, !r ollliiJ.Botrom chords connected as foilows:2x6-;'ro.w;;ds;;d at 0_9_0 oc.^. W€bs connected as follows:2x+ _ r row at o_b]dii"vv"' :l#ii:,:i,,1q^"#fffi',ifi,li!il!i:i,:i:ili*1i1".,"**U,s?,i""lriJj,,ll,::lxiiJfl,:x?s",j,:,-oAD cASE(s) sect on p,y,o p,y3) Unbalanced roof live loabs have been consiOere6 toiin-;s'oestgn.n gi'.1;f"''"'"'-';ff',1.?Hl;l:J|;ff'fiFitiil1rli?ii!-"'rli65a".1, ii',;,!,tnlil.6gl:i:J*"d; MWFRS (a,,heishrs); ;iifii:'"".:ii:f""J,ffi:|::: ii:9ff1.#tii:Tj,ffjioX.l*ni.n i"ir,o, i"."-,i,itn'ili,Lron, ror murtipre concu'enr rive roads iiiHii:T,1X?ffilff"J3?:ilTJ.lon"t"3;:i:*';hord rive road nonconcurrent with any other rive roads. :ltlosls: mechanical connection 1bv oiti";;;;i;$ to bearins ptate capabte of withsrandins 100 tb uptift ar joint(s) except 0t=rb) 1 =s07,t t) lffJ:Ht;i,Sffi'3lti: t accordance with the 200e Internationat Residentiat code secrions R502.1 1 .1 and R802.10.2 and referenced Continued on page 2 wi:. :)a:Irfr $=? Date: Receipt #: 03t28t2014 1627 562 East +r! So-.ut! ; lFR 562 East 4th South Permit #: 14-00125 Permit Type: BLD-SFR Please contact the Building Department at (208)372-2341 for further questions about this receipt REXBUHG 24 Hour Notice for inspections Gall inspection hotline at (2081372-2344 ***Credit card payments are accepted, but are subject lo a 3o/o convenience fee on payment amounts over gSO0**" TTTL.' fif r'f 'r'tl lCnL.ttt ut liL,4u$tiu PAIIT Fi'; SIrH fiili{5Tft'dlTiijt'i n*iTt: il4/[4.ji4 liF .Iil4[4,i[iiii; TIHE:15:3?:iT ft[ltiFT i{ilr ]ltl]i4 llLi t?U u l|-JUU TG nunity Date: 0410412014 Receipt #: 1669 Address: 562 East 4th South - SFR 562 East 4th South Permit #: 14-oo'125 Permit Type: sro-srn til BliiltltiE rifti{IT nipljs *5ilil.trii ii fiF tLt[T, F[ftiili i: : i!5"iiil tI FF fiifH. t'iRHiT LlNir[R i6r].ilil :I Ft' t'i"uiffi. pEF:iiiT iliiiii iiil.0lr :{ hIATER tiilttis s I'AF:TS t1?.0fi :5 FIFit IitU. ItiFAitT l-tt.c it4.itil IS f'At:i;S IitU, iliFirlT i'ii E$fi,il[ IT Ff FLIIL iifF TLAHifiEL:ii i?*,.Ti ;8 FfiLlcT-Iii'jiltrFiititT li.t 1:i"ilil it $thJtft IAFIIAL [rJHNiti i,4i!.1'i0 ;[ STREET iriu. IilF*[T ri E$4.I? 3i i'i|lTift lirpi IAi- c0i.{iitcl i ? fi6ti , ilii tI r:F siiil. rrfiiiiT$ {JHIE i,?,i?.il [Hr{:fi *ft0ul]T 7"??ii.4i PATIiENT T:9t8.41 [HAi{6t ii . lfi Ti{AIJl.i 'ffiU AiIII HAUI it Hi[T TIAT R,-5 | KtsE lS R-WATER VB-BLDPERM view Fee Streets \A/ater Building Permit - VB Anycode material 3501 - 4500 sq ft ial 3500 sq. ft. 2501 to 3500 sq ft water meter 2822010 2832213 2832212 2832214 2534620 2035500 3835500 2832220 0735500 3534730 3335500 3434630 2832211 BPD ELP MP PLBPT IAJMTPRT FIFDV PKIFDV BLPC PIF \ /wccoN SIF WCCON BP -500.00 325.00 260.00 260.00 317.00 234.OO 888.00 176.71 127.00 1,419.00 864.57 1,860.00 1,767.13 Please contact the Building Department at (208)372-2341 for further questions about this 24Hour Notice for inspections Call inspection hotline at qffY OF REXBURG (2081372-2344 **"Credit card payments are accepted, but are subject lo a 3o/o convenience fee on payment amounts over 9500***