HomeMy WebLinkAboutALL DOCS - 12-00289 - 455 Twisted Willow - SFR359 $22
'tlo'")l)rl
p.001t0d1
cl'fY otr
Buil("ffi:-D"?fi':ffi1;,
iiI;J: h$#it i'i"lf*rt r*=y::':fl l'- - t'q
E4B.Jss
lLtui,'lc,lr tu\lV Ce n't utxtl,
BLoclL----
nequted!!!
-EIECTRIC'lL
fieqwltEVitt / e',oi.essNarne t(r.-.,*- 6l:gt^-*-"
::::"-",":"-"@t-*i""
bz,qz
Rrrrincs'Phone( )
-its-=n' '^':::"7, zt#*incss
Celll'honc\ l* .a -:!
ffi :Y;::#'ffi*ffi;'^'ffifr2)@'i'l*atta'|ina'l((-LllYrrvrs.- .u,lted4gordlusoftfupartluppy.tTl'n .u"r'-- --
itnclada'thc.n.tt oJ:uYl7|n,- ut thio- fonx). -. ri n \ + {60 = S
; ni*'""1-t'to'001- $loo'wu
lfiilif;t.@lr-lt
'=Lq9*oo x 0'0u5) t r)r'ruv -,1
iooolnitrg a change in
o Oser $100'0{
smallvortrs 1co"Jlto" .NLY): grotffi$2.' i,'cost aod nc
sewice cogresdons. Does Nor requite inspecoon
, - ^L ^6Farttr- l*Daced on Mng tsewice coBleguons' I
Y'}ffi:H" inctuctingattbuildinscwithwiriaghcins
o 1.501 to ?J00 uq ft- $195-"'f"ii#':fo'$;-lilq,
@.e .^aeach additionar 1p00 sq;",;;::1": l#:J',r1;J1'lu* xr* orudditionar
B ovcrt500 il;: t';&]ji'uo'each additional lp00 sq
1.ffn *q' ft' ot+tortlol-tbgtlptJ'
", d . -:-^\
N"ou'W*otxanlv) perrxric l^'"'r**':i#;":i1;gpi"'*Y$?Rl:'lfiff#{ -n fXffi,*fili, ir.*"q,"*' "i t&tilffi#t'fi ;;;;;td*,ii b. rrvrc pernrit with oo aot
I L-*f Heatiag/Cooling Syuteogi |oJ w rrw ' ! - -' I
u D--^tr. R/,4 fee for egclr uip to iuspetrWidtrg
o Spas' HotTube' 6.nd SyTi:F'l"ols; $65 fee [or egclr tr
F"+w;ff##:;:#-* (ffi#:i3'lz00H? o$130 ovet 200 HP
MrscEl-r-al{E--oriscoo"*"uorr servicea oNUf: 200 arnp or lcss, onc location (for I period not to excecd I year) - $65
El TcmPorary
B Tenporary;;;;*- $65 fee p* nto P* ndc csrccssion or gecetatot
arrdgationM.x;hine:$65ro,".o*|ioo.pr".$l0pcrtoverof&ive'rrotor
; I"tinicatservicel $65 Per hotu
:
..Jil"H:1J:,5.rtiru,.:-?6aedforhrunsohobimrioowbid-nrvf::"#:Jy,ffi:;::'.*-nerrdrg'cooking'
trt Rcqucerc' ,ir'.i*,Gry4ru tnt"-"ffi"tilt'ff;:':,1#;;il"'oa pn'i orthc riv's sPacc' ts*I.ivirrg spoce - sPoce wi!b,tlung,*^,tfi"yWry-- ltBi/@ /r 7F*t*i rnu"" -'seoce willri :1*1g-P
Coaunctor
CITY OFBuREXBURG
Ame r i u\ F amilY Co mmunitY
Phone: 208.372'2326
Fox:208.359'3022
ffiFridaY 8:ooam-4'ooPm
t
Seismic Design Category - D -
d-""4 snoJ- 5o lbs' Per sq' ft'
FtostDePth -36"
The fottowingitens should. be conpleted beforeyu subnitltour buildingpetrnit application'
compretion of a Building permit Applicadon: yo.-may print this apprication from our website
www.texbutg.org ot pick t'p " topy * t#;;;n A'""t* b"ifai"g (address above)'
FotResidentialPetmits:(thefoliow,lgi:.::q.,i,:d.",|:-.^:bmittedbeforetheApplicationcanbeappro.i.ed)"?]jf*;:ffi jf#*"{T*5i"'.'ffi ,''T::5:'J'.'11xh.','g,"H';::i1:';:ffi il",i*lih
tr#*#i":ffiffi :;ffiTl,rlym::ffi ff f##I"i"#i,Llf;'l;;E^"'n.rr:":"o"ncode
(IECC). A iompliance Review;;;;r"mpreted;;".;;;,,J1,rr"
rescheck.oit"rt" is ava'able online
at rilrwu/.enef gyaodg$4gg)
tr page 2of the Applicati3l must include the Idaho contractor's Registration Number or the exemption form
must be t"-ffoia and signed' see Page 10'
tr page 5 of the Application must il|;il;e{ an{ signed by your Plumber'
tr page 6of the Application *or, ill "ffi"..a
rrrd ti-fr--ol by yo* Mt"thatti't"l Cotttt"ttot'
:'#ffi ?*:::#r:{,1"'?:; i:t*
,p Truss a"t'it' i"Jtoding enginee'"h froot ioists are reouired'
/
property
"fr"
?"r, n?eds-to U"'j*"""JdV ,ft" t"tfa"t of ownef' see Page 4'
subdiuisions If you pran to bu'd rn a subdivision please theck the Rexburg Deveropment code f31arry
tequiremen,:*:il;:-;;i;q'::'if:#'"U;Sfi"t:'.*tfiffitr1:i5.inrormation
is available rrom the
Planning &ZoningDepartment at th€
NewResidentialHomeslfyo.utP*lyqpermit*f:::T:home,youwillneedthepatcelnumbet(aparnl
nanber is the counft,s p,rprru ideitifcation n)r'n irrrg't*' " !!:' !'::;"""d'i;;9r'r:i;ar
uddi"" will be issued' If vou
do not know th" p,,."1 number and cannotgl i"':r',:ll.l.:#:"#ffiril:
or u'" subdivision' phase' and
the lot and block numbers'
Remodels,If You are considetrrrS^
the Permit APPlication'
. 2 sets of Plans ate required (may need IEcc ot"t:-);^-
'Additions "'" th" '#" ttqoitements as new construcuon'
SofetY DePortment'
CitY ot Rexburg
www.rexburg.org
Roof Snow Load - 35 lbs' Per sq' ft'
Wind Load - 90 MPH
rernodel,acopyofthebidotesdmateforthetemodelmustbesubmittedwith
f..*H'X cr, ' -' O ltteaseLo,"/.r'K;JF'i\ rpxnuRc I lfth.qu..tiof',t-,EB;t\"| I\ rL-tFSt-- / c\,t\1"'VrTtiDlN-2-,
YKX/ America\ FamilY conrmunttY
\'7 ^rra/r nronfrT APPLTCATION
RESIDENTIAL BUILD. ING PERMIT APPLI
IS N '" E, REXBURG,ID 83440
208-372-2326
PARCEL NUMBER:
( We will Ptovide this for You)
BLOCK# 5 LOT# 7-
suBDIvISro*,,(." t., -,*" Fji:i?:;;; ;; ;;;;.1
UNIT#
1iJar.*.i"g is based.on the informatrf *T Actes:
ffinntirg-APPlication!
If the question dott "ot "pply
6ll in NA for non apPlicable
ffiffi;iil I PatcelAcres:
\
xm::-;; F4 7')o >'zr'o
-rffiz- '-r^.--- Eto STNESSLZIPIYa/
:ffi'.H#: {i! tu3 sr,o','}Lz1*IY,
u*ort
tL this aPPlication)
(Applicant if other than owner' a )tatL'rv'! -----
f-ITy:
'rer than ow-ner)APPLICANT (tf otr .- -^^^6,
APPLICANT INFORMATION: ADDRE,SS
7rr) EMAIT FAx
STATE: ULL Ce.ll (
PHONE #: Home ( )
ffii:'iii[:tp_!:{::"8:il:'-#.i:;;o-:;'.l^..,,"'u,.,,
t::lf;:F#i.ffi;^-'v' apu'-""f R'-oder' Garage' c omm
r r - r ^- -^-^lrr nf nerL:fi ".ffi x#ffi *n:ln:a: jT:{r:.$il:}ii'fi &:il,y:fi{i::;'{'}*iTn?r*tT:ffi 11#i"'n'
y regulations and
aoolicadon and state that tn
pi^nni,,e andzonngt"-'i"i- "'.'t'' ci'v cou"l rl'ii'-cif orn'*t::9::{il**:li::+;:':''Ufi:i:t1ll#*:ii:l'i*^'d propertv
;#;;,;;;*:"",::'S+$T#",:'d#:Xlrull*pi:Hfri;##;;;;"a"'t'"p'oui'il"'li'n' 2003 rn'lema'lionar{.xo;:,
for insPections Pu4)oses' r
"*", :r ":L:1';':1':fT:,1,il:1ffi?Tii:.";:x+$'r{iJ;ffiffi:1'
; ;i'?# i" Jilr' the permit or approvar was based P'r
I r r'1 / /u6rtL/(-
DATE
o7-*/AeI$ARNTNG_Burr,DrNGpERMrTMusTBEposTEDoNcoNsTRUcrroNsrTE!
plan fees "r.,ror.-rJf.r-rrd"ble
and are n.,u ir'i"ir^rr"JJti-. or npptitieo"ltgitt"i"el4Dsaryl-2@5
**Buidins""*.i,",::""##i*it?d#kl$ru*';*:;:$::1illil"*#'""J;:"'no'lcrear**
Bu
35N l.'E
Rexburg, ID 83440
State of ldaho
County of Madison
Being
A.
SofetY DePortment- CitY ol Rexburg
Phone:208.372.2326
Fox:208.359.3022
Affidavit of Legal Interest
CITY OF
REXBURG
Americai FamilY ConntunitY
www.rexburg.org
3?o fu' /qzp F'
Addtess
State
I,
ffust duly sworrl upon oath, depose and say:
(If Applicant is also Ownet of Record' skip to B)
to submit the accompanying application pettaining to that property'
B.Iagteetoindemnifr,.l"f"ldandholdRexburgCityanditsemployeesharmlessftomany
claim or liability resulting rro- "ry aispute asio mt "'t*"tnts'contained
herein ot as to the
ownership ";ti"-;;;*"t*ni"n
is th' s"biect of the application'
Dated g, 0# lel* dayof 's'-*-- '20 t1--
That I am the
permission to:
Subscribed and sworn to before me the day and yeat first above written'
Zbt sMy commission exPfues:
CITY OF
ng Sofetv DePorfm:il REXBURG
Am oica! F amilY Cnm munitY
35N l"E
Rexburg, lD 83440 www.rexburg.org
Phone: 208.372.2326
Fox: 208.359.3022
PropertY Lines
Each site plan that is submitted to the city of Rexburg for the Building Permit process requires that property lines
are shown accurate\. It is the Developet,s responsibility to cotrectly identify on the site plan the location of these
rines in refetence to the pubric right-of-way, other adioining property lines, the street' other structures and all utility
rines. The Developer should find property pins that arcstin available at the lot in question' If these pins do not
exist or have become untecognizable then a neu/ sufvey should be performed'
Accurate pfopefty rine information is a must for a timely review. In addition to finding existing pfopefty pins' legal
descriptions should be checked. The best way to identify property line location is with alandsurvey' The city of
Rexburg has aetiar photos and a parcerline layer that can be checked, but they are onry a toor and ate not
guaranteed for accrttzcy. If you want to fequest a copy of your lot' see the front countef at the community
DeveloPment DePartment'
I have read and understand the above requirements'
6'tz'17-
Date
n Owner or DlBuilder
Printed Narne
Build$ SofetY DePortm:nl O
Phone: 208.372.2326
Fox:208.359.3022
Remodeling your Buildingftrome (need total constructions estimate, excluding fire' electrical' plumbing'
and Mechanical valuations) $
35N l"E
Rexburg, lD 83440 www.rexburg'org
Residential
''RFACE seuARE F'.TAGE: (Shall include rhe extedor walr measurements of the building)
t. f +- UnfinishedBasementFirstFloot Area lSoo 4' Y-
5il:*Ti*i'1ffi;*ed basemS' ^'"^ 6 t La o *' Pl
+"ffi:':,"/'i#' "i"^"----- r-a, s. ^,y ?1,';?; :;::: ;:;; ^;
iff.f "Xriili-""-tatp"ottf
Deck(30"abovegade)A
SURFACE, SQUARE FOOTAGE':(Shall include the extetiot wall measutements of the building)
New Construction sq' tt'
Commetcial Remodel sq' ft'
Commercial Addition sq' ft'
Utility, Misc. Pdvate Garage sq' tt'
Manager Unit sq' ft'
ns 'sol1
*.meC
CitY of Rexburg
CITY OF
35 N. t't E., Rexburg, Id 83440
Phone - Q08)359-3020 /n"O*" - Q08)372-23++ / Fu - Q08)359-3022
REXBURGc|, *",.*
Ame ie:s FamilY Cnmmuf, iry
O\X/NIER'S NAME,permit# b1--' 00Lg 7
PROPERTY ADDRESS
SUBDIVISION
PHASE,BLOCK---.-.----
Fax( )
(COMMERCIAL/INDI{Sr-RIALI r^::i.:::::: i;i:,:;:,:7;;'#;3:;::;;;i,tr;;;2lr;-*rr,,*o(COMMERCIAL/INI'US'I r(lAl-) r ofar cusr !L'r sr'vf'vs
)ii* ril, irptortn \pe shatl app! to an1 and all electical instalktions
(Inctud.u the cost oJ aauna.u nnntt A osoanrt oline partl tuppfiingit. Thefees lisn,
'nort
ryecifatfi neitioned elsewhere on thisJorm)
n r Tn ro S10.000 (Lotal cost of system - 0 02)^ ]^i0 :i,tr Up to $10'000
: ;*:]|"iil,uoor - ,roo,ooo 1(p.,t *'t "iil"t"-- rg=bos) x 0.01) + $260 = $
r^\*ono(\+*1 160i).t",l-."r,"r'y.r.--rob'9ob)i^919t.$-t:lufil
s*"il*"Tr3::'Jr.",,oNL\):$'!(ffi$;00;."'t",'d,'otinvoIvingachangein
serviceconnections.DoesNoTrequireinspection.
RESIDENTIAL
New: singre Fam'y Dwering, including alt buildings with wfuing being consttucted on each prcpetty' (*Based on liuing space'
see definition below)
". d{ an tr 1,501 to 2,500 sq ft - $195
tr Up to 1,5O0 sq ft - $130 - ^ tr 3,501 to 4,500 sq ft - g325
: 31:1;:flf:l ;: [!;l?13s g65 ror each additionar 1,000 .q rt. o, portion tr,ereori$:25 + ($6s x # oradditionar
1.000 sq. ft' or portion thereo0)'^
N"*, *futint-fi Dwelling (Contractots OnIy)
tr DuPlex APartment $260
: ffiJ;H;-"ii-r'"nv units: $-130 per building Py'.llu3:'i:1t': ;x1ffi?:::f;1'l;l #""Hff:'H::"ffiff:il'*:f T:Hi ll,i*".: #ffi'fff :i:flH:liiT"#lilffi #ffi':#il':**;ii1:19:":l'"*:ffi
tr Bff.fftlHlit*i,ruSJL",1'ffi ;fi:Hiffi"p;;;;.* residentiir "' rrvrc permit with no additionar
Wiring
tr Spas, flot Tubs, and Swimming Pools: $65 fee fot each ttip to inspect
Punps-Wait, Idgation, Sewage G?:! *?':0
n $65 up b 2;ii " r$95 -26 to 200HP n$130 over 200 HP
MlscElrlANEoulorr",r.r"rion services oNLy: 200 ampor less, one location (fot a period not to exceed 1 year) - $65
tr Temporary Amusement: $65 fee plus $10 per ride' concession or generator
! Irdgation Machine: $65 for center pivot plus $10 pet tower of drive motot
tr Technical Service: $65 Per hour
! Plan Check' $65 Perhour
-",J* ,r":t-1""".tJ*Hi:T:ffi-,::t intended for human habitation which mav reasonablv 5s stilized for sleeping' eating' cooking'
bathing, washing, recreation, and sanitation p"'pl'"'' An unfinished basement is considered part of the living space'
Signature of Licensed Contractor License number & exP' date
35 N. 1s E., Rexbutg, Id 83440
OV/N]ER'S NAME
PROPE,RTY ADDRESS
Watet Meter QuantitY:
ing SofetY DePorlm:il
Permit#
>k*************WAtef Metet SiZe:
Buil
CtTY OF
REXgVB9',
Amed ca! FamilY CommunitY
' Llrllurax 1 umail
(COMMERCIAL/INDUSTRIAL) Total cost of plumb-ing system (co1t11te<lAmount) $-
(nctufltbecottofmatena.tsinaalledre,gardkss{,n,p,,u,,pptlns;,.'rn,7,ulittefanierthisinspectionQpeshaltapp!toan1andal/p'not
sbecifically neirioned eltewhere on thisform)/tu' rPvLtlLu'v hq'i"'tiii,iioo (Jotal cost of system x 0'02) + 60 = $
tr Between $10,001- $100,000 1 G-te;ot-f:)"ttt" - to'0oo) x 0:01) l $299 = $
ilOvet$100,0011(tot"tto'tortFtt--too'oob)x0'005)+$1'160=$
*:jrlr??H*, Dwelling, incruding aII buildings with wiring being consttucted on each propettv' (*Based on tiuing space'
see dg.Iinition below) c_ d!{,n tr 1,501 to 2,500 sq ft - $195
K yn-:: t'10! sl ft - $130 - - ! 3,501 to 4,500 sq ft - $325
:
'6-1:i
;:|f:l ill [!;3?13s g65 ror each additionar 1,000 .q rr o, po,tio., tt ereor i$ez5 + ($65 x # or additional
1.000 sq. ft' or portion thereoD)'^
N.*t mutEFift^ny Dwelling (Conttactors Only)
: illj::l*'ffiTj:rr-, units: g130 per building plus $65 per unir ($130 x # orbuildinss) +-($6s x # oruoits)
! Existing Residence, and Detacil.a siop, g65 fJe phs g10 per fixture up to the maximum of the corresponding
sq. ft. oT the building ($65 -+ ($10 x # of fixtutes))
tr GiaY Watet SYstems: $1110
il Lawn SprinkLrs/Backflow Device: $65 ----^^ ^^A-..^+a* crrrh er
D Modular, wt"o.rir"*.ed or Mobile Homes: $65 for sewer and water stub coflnectons
! Multipurpose Fire spdnkler "rJoo-""tic
water s"pprv svr,"m: g65 fee or g4 per sprinkier head, whichever
is gteater
xwer;f wf,jft.*..
Li.,. n$38 water L. ine - No1.t.:er & water- if inspected at the same time
! $65 Sewer tumaround undet house (change from septic to city)
MISCELLANEOUS
tr Plan Check $65 Perhour
D Technical Service: $65 Per hour
u Gas Line: $65
tr Water Fleater RePlacemenc $65
D Requested InsPection: $65
I Hyironic Heating: $65 + ($10 x # of manifolds/zones)
,q Snace - sDace withrn a dwelling unit intended for hu1a1 habiation whicn ":t1:i::":lllr";*:1'T;:".:nt*'
eating' cooking'
;:^ffi::ff:,:;ro::.ffi;"T,'#;:o:;;;;;.*. An unnnished basement is considered part or the riving space
hrlst
of Licensed Contractor License number & ExP' date
35 N. 1't E., Rexburg, Id 83440
OV/NER'S NAME Permit#
PROPERTY ADDRE,SS
SUBDIVISION T NT BLOCK-PHASE
Requircd!!!Mechanical
Mechanical contractor,s Name NtL .+ r. il'trrrr. Business.Name t4va l:.ts/
^.. T-t f-rt- Stqre -tf:>
Address CitV D*^' nf Sarc--:!!:-2--Ltp o >r-'t
cellphone( )6Ql-AtL/Ll brsinessPhone( 7 b*r's-tvt/
(COMMERCIAL/INDJSrT,IAL)T9::::,:,.j ::l::#:;#,:ili':#,;';;;:;;:"i#;;:?,1, ^;*,,**,(COMMERCIAL/INDU5r r(lAL) r of,ar cust t'r Pru'ruu-7r;ir;;;;;r;edion
lpe thalt app! to an1 and allmechanical
(ncladu the cost oJ matenau instalted nsatdtess tf t!;17y-,*nbASit' Thefeu li*t
'-;^*ili;trt nm $ecifcat! nentioned elsewhere on thisfonn)'
n Up to $10'000 itotal cost of system x 0'0?)1.60 :i"
: ;J#; ffiioor - $roo,ooo it.ota'".' "r'v"''- rnn nnf
x 0.01)+$260=$
tr Over $100,001 i ).ffi"r tv.t"- - roo'oob) x 0'005) + $1'160 = $
MISCELLANEOUS
! Plan Check' $65 Per hour
D Technical Service: $65 Pet hout
n Gas Line: $65
tr Water Heater RePlacement $65
! Requested InsPection: $65
tr Fitiplace/Solid Fuel Burning Appliance: $65 per inspectron
CITY OF
Building SofetY DePgrtment- CitY of Rexburg
rrExPuBg_
Awicab FamilY Cofr f,unitY
*Living Space - space within a dwelling unit tnteilf fot human habitation which may reasonably b-e utilized fot sleeping, eating, cooking'
An unfinished basement is considered part of the living space'
solat, water heater, etc'
*:jlr?H;P* Dwering, including arl buirdings with widng being consttucted on each ptopettv' (*Based on liuing space'
see definition below) r. 64.^ I 1,501 to 2,500 sq ft - $195
W ug t9 t,S^o! sq ft - $130_^ ! I,Sor to 4,500 sq ft - g325
; z,iol to 3,500 sq ft - $260
!ovet4,500sqft$325plus$65foreachadditionall,000sqft.orportionthereof' ($325 + ($65 x # of additional 1'b00 sq' ft' or pottion thereo0)'
New: Multi-Famity Dwelling (Contractots Only)
: il.*:ln'ffiilJ:t -r units: $130 per buildrng gr-us.$es per unit ($1-3! x # orbuildings) + ($65 x # of units)
tr Existing Residence, Modular,Ii"nJft",.rr.a oi iVfofiit i{ot"* "i'd Dtttthed Shop: $65 fee plus $10 per
x x HVAC dfiffi ; il';;;;w;i:liin*mn::,le co'e sp onding s q' ft o f the bu'ding
Date
Licensed Contractor
At/hc ^c J-,rq I
License number & ExP' date
Buildlng SofeiY DeP-ortment
CitY of Rexburg
Phone: 208.372.2326
Fox:208.359.3022
SUBCONTRACTOR LIST
CITY OF
REXBURG
Ameiu\ FomilY CommunitY
35N l'tE
Rexburg. lD 83440 www.rexburg.org
Excavation &
Conctete:
Masonry:
Roofing:Cb"-
11ts;121ie1; J'*;ta'['o'*
Drywall:
Painting: 5C- &*'-('--{''-r
FIoor
Cotenngs: On!'<' lt't-'-/- i:1"< ''-q
Plumbing:
Heanng: G-^ L: I/ /-l'ot"-<'
Ele]t]rlcali t L' c'N(- L2 '|c .-t | ' I
Special Construction
(Manufacturer or SuPPlier)
Roof Trusses:Err-C
Floor/CeilingJ
^
Siding/Extefls1ktn7 Y*'?-/ nL*' 2>"d''4
-)
Othet:
E,XE,MPTIONS FROM STATE, RE,GISTRATION
AsofJanuary1,2006'theCityofRexburgcanno_longersellpermitswithouthavingacopyofyoutState
registration number;;;;;1"-ptio' fri- the StatJregistration. Please send a copy of your state registration ot
fill out this form showing your exempton and send it *it yoo, license renewal or your next perrnit application'
(rhis list is a summari zaionof Idaho code Title 54 chapter 5205, for firll definitions of these exemptions please
,." th" State's website at www.ibol'idaho'8ov/cont'htm)
tr curently State licensed pursuant to Title 54 Idaho code, chapters:
3 Atchitects,
1 0 Electrical Contractors /Journeyman'
7 2 Eng1neets / SuweYots,
19 Public works contractots (exempt from fee only registration required),
26 Plumbing/Plumbers,llll rrulllurr 5/ I ruruur
45 public lworks construction Management Licensing Act (exempt from fee only tegistration tequired), ot
50 Inst ll"tion of heating, vendlation and au conditioning systems
Employee or voluntee, If " Ii."nred conffactor or part oT an ed,,cational curiculum ot nonprofit charitable
activity with no wages or silary
nmploy"" of a US tlorr"*"rr, "g"r"y (State, City, County, ot othet municipality)
p.rbi. b,ifi y doing construction,taintenance, or development to its own business
Involved with gas, oil or mineral opetations
Suppliet doing no installation or fabricating
a;"?-r"d"g "'pro;""t or proiects with a total cost less than $2000\Jultu-at/ur6 a YLvtvvl
opetation of a farmor ranch or construction of agricultute buildings exempt ftom Idaho Building Code
Any type of watet district opetations
Work in rural districts fot fue prevenflon pu4)oses
Owner who performs work on own p.opJrry ot cofitfacts with a registered contfactof to do work as long as
the ptopety it ttot fot resale within 12 months
owner or lessee of commercial ptoperty pedorming maintenance, repait, altetation of constfuction on that
I
D
tr
tr
tr
tr
tr
tr
tr
tr
tr
tr
pfopefty
tr it""i.rirt licensee/property m n get acting within Idaho Code
tr Engaging in the logging industrY
tr Renter working ot A. ptopetty where they live with the pfopefty ownetsapproval
tr Constructio n 3t ^b"ilding;."i fo, industrial chemical ptocessing per Idaho Code
tr Constructio n of amoduhl building (defined by Idaho Code) to be moved out of state
I hereby certi$, that the above information is true and cortect to the best of my knowledge'
Signature
Print Name
. /.:'l; 1,1"IL
iilll
d,iil
-=lb=
,1,zgF
r-ir-
=
o
Eo
€
co
-
I
:1
jiloi
I
=
ii
o
o
Ji
EOp
@
OEOs
Oa
(-J
O:-
a
C)
(-)
m
z<
co
o
ll:o,(
Smle = 1;37.3
5x8 Mll20 ll
5.oo l2 3xl0 Mll207 3x10 Mll20:-
Ee
2x4 Vlll20\\
B
q{q
6x12l\41120=
LUS24
OJP
12x12Mll2O=
LUS24
n
10x12 N/ll20H=
LUS26
LUS24
T
LUS26
U
6x12 Mll20=
LU526
IR
12x12M1120=
LU526
4-6-0 4-6-0 4-6-0
Xfsets (X.Y):
LOADING (Psf)
TCLL 30.0
TCDL 7.0
BCLL 0.0 -
BCDL 7.0
SPACTNG 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code lRC2006/TP12002
cslTC 0.34
BC 0.74
wB 0.59
(Matrix)
DEFL in (loc) l/defl
Vert(LL) -0.16 H-l >999
Vert(TL) -0.24 H-l >999
Hoz(TL) 0.06 G n/a
Wind(tL) 0.09 H-l >999
Ud
360
240
nla
240
PUTES GRIP
Mtl20 2201195
Mil2oH 165/146
Weight: 169 lb FT = ZQo/o
LUMBER
TOPCHORD 2X6DFSS
BOTCHORD 2XlODFSS
WEBS 2X4DFStud/Std'ExcePt.
Wl 2X4 DF 1800F 16E
REACTIONS (lb/size) A=3208/0-5-8 (min 0-3-7), G=4739/0-5-8 (min' 0-5-1)
Max HozA=-62(LC 6)
Sheathed or 2-11-12 oc Purlins
Rigid ceiling directly applied or 8-6'15 oc bracing
MiTek recommends that StaDlllzers ano requlreo oloru urdurrrv
be installed during truss erection, in accordance with Stabilizer
ithat Stabitizers and required cross bracing
BRACING
TOP CHORD
BOT CHORD
Max UpliftA=-914(LC 5)' G=-1176(LC 6)
FORCES (lb) - Max Comp /Max Ten. - AII forces 250 (lb) or less except when show-n - -
TOp CHORD 4-8=-6190/1479, B-C=-6087/1492, C-D=-551511380, D-E=-5908/1497,E-F-=-719Q11820' F-G=-7289/1806
Bor cHoRD A-L=-1339/s470, t-M=-1339/5470, x-i/=-rs99is4id, x-rl=-rzcslsz55, N-o^=-1243/5255, J'o='124315255' J-P=-978/4334'
p-o=-928/a3341 ro=-gie/aiC+, r-n=-rs3r/sz!'i, p-s=-133175759, H-s=-1331/5759, H-T=-1568/6451' T-U=-1568/6451,
. G-U=-1568/6451
wEBS Da=-7o2t26s6l,L-t=-835/298, E-H=-362/1332, F-H=-761480, D-J=-44311784,c-J=-4951197' c-K=-1321558'
B-K=-491390
NOTES
1) Unbalanced roof live loads have been considered for this desion'
ii ;viil;saE 7-os; gompn; rebi:;.2p;; Bdol=+.zpst; n=2si; cat. ll; Exp c; enclosed; MWFRS (low+ise) sable end zone;-'
"".iifu""tl"ft
and right bxposed ; Lumber DOL=1 33 plate grip DOL=1 33
3) All plates are MT20 plates unless otheMise indicated'
4) This truss has been o"tign"Jioiu 1o.0 psf bottom chord live load nonconcurrent with any other live loads'
ii j iiiJ i,i,-.i'il;;;;;is;; roiu itu"io"J or 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall bv 2-0-0 wide
' will fit between the bottom chord and any other members'
6),provide mechanical .onn""iion (by others) of truss to bearing plate capable of withstanding 1 o0 lb uplift at ioint(s) except (jt=lb)
A=914, G=1176.
7) This truss is designed in accordance with the 2006 Inlernatronal Residential Code sections R502 1 1.1 and R802 10 2 and referenced
' dtandard ANSlffPl 1
ei i;":i;p#bi.n;-1i" LUS24 (4-1od Girder, 2-10d Truss, single Ply Gird_er) or.equivalent spaced at 2-0-0 oc max starting at
:i, o-Z-ti tro^the teft 6nd to tii-i to connect iruss(es) S02A-('1 ply ? X 4 DF) .to back face of bottom chord'
9).UseSimpsonstrong-Tieuusiot+-ioJoiGr,s-r0ofru.u,slndt6PlyGirder)orequivalentspacedat2-0-0ocmax startingat-'
ii-o-tzirom the teiend to it-id-tz to connect truss(es) TOlD (1 ply 2X4 DF) to back face of bottom chord'
1O) Fill all nail holes where hanger is in contact with lumber'
1 1 )r Hunn"r,., or other connecii"on device(s; snall be-provided sufficient to support concentrated load(s) 1 1 6 lb down and 1 6 lb up at
'zil-i-qinOottorcnorO. itreOesignlielectionof suchconnectiondevice(s)isthe,responsibilityof olhers'
f zl rn tne r--Ono CAsE(S) seciion, toa"oJ apptied to the face of the truss are noted as front (F) or back (B)'
LOADCASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1 15
Uniform Loads (Plf)
Vert; A-D=-74, D-G=-74, A-G=-14
Continued on Page 2
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: A=172(B) G=-116 H=-714(B) L=-416(8) M=-416(8) N=a16(B) o=-a16(B) P=-a16(B) O=a16(8) R=-71a(B) S=-71a(B) r=-71a(B) U=-71a(B)
3&2-8
Smle = 1:66.5
5x6 Mll20=
lY
AH AG AF
3xO N4ll20=
AD AC AB
3x6 Mll20=
DEFL in (loc) l/defl L/d
Vert(LL) nla - nla 999
Vert(TL) nla - nla 999
Hoz(TL) 0.01 U n/a nla
SPACING 2-O-O
Plates Increase 1.15
Lumber Increase 1.15
Reo Stress Incr NO
Code lRC2006/TP12002
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL O.O
BCDL 7,0
LUMBER
TOP CHORD 2X4DF 18OOF 1.6E
BOT CHORD 2X4DF 18OOF 1.6E
OTHERS 2x4DFStud/Std'ExcePt.' ST9: 2X4DF 1800F 1.68
PISTES
Mil20
GRIP
2201195
Weight: 205 lb FT = 20ok
BRACING
TOP CHORD Sheathed 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 bracrng
be installed during truss erection, in accordance with Stabilizer
REACTIONS All bearings 38-2-8.
(lb) - Max HozA=-101(LC 6)
Max Uplift ntt uptitt tOtj lb or less at joint(s) A, AF, AH' Al, AJ, AK, AL, AM, AD, AB' AA' Z' Y' X' W except
AN=-104(LC 5), v=-104(LC 6)
Max Grav nrr reactions I'so lb or tLss ui.ioin(r) R, AE, AF, AH, At, AJ, AK, AL, AM, AD, AB, 4,q, Z, Y, X, W, U
exceptAN=280(LC 9)' V=280(LC 10)
FORCES (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown'
NOTES
1) Unbalanced roof live loads have been considered for this design'
ii Wi;;Sat t-Os; gorp-t tgot=+.2psf; BcDL=4.2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low+ise) gable end zone;
cantilever left and right bxposed ; Lumber DOL=1 33 plate grip DOL=1 33
3) Trussdesignedforwindtoadsintheplaneof thetrussonli.'Forstudsexposed.towind,(normal totheface),seeStandardlndustry' Gable End betails as applicable, or consult qualified building designer as per ANsu lPl 1
4) All plates are 2x4 Mll20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing
6) Gable studs sPaced at 2-0-0 oc
;i ihi;td;th"r been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
ei ; ihi, iru., has been de;ig;;d for a iiv;'ioad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall bv 2-0-0 wide
will fit between the bottom chord and any other members'
9) provide mechanicat "onnu"iion tUV otnekj ot truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A' AF' AH ' Al' AJ '' AK; AL, AM, AD, AB, AA, Z, Y, X, W except (1t=lb) AN=10a, V=104'
10I This tiuss is designed in accordance witn tfie 2006 International Residential Code sections R502.1 1 .1 and R802'10 2 and
referenced standard ANSI/TPl 1
LOADCASE(S) Standard
Scale = 1:43.7
4xO Mll20=
I+d
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code lRC2006/TP12002
DEFL in (loc) l/defl Ud
Vert(LL) nla - nla 999
Vert(TL) nla - nla 999
Hoz(TL) 0.00 M n/a nla
LOADING (psf)
TCLL 30.0
TCDL 7,O
BCLL O,O
BCDL 7.0
PI-ATES
Mil20
Weight; 111 lb
LUMBER
TOP CHORD 2X4DF 18OOF 1,6E
BOT CHORD 2X4 DF 18OOF 1.6E
OTHERS 2X 4 DF Stud/Std
REACTIONS All bearings 24-11-0.
(lb) - Max Hoz A=66(LC 5)
Max Uplift All uplift 100 tb or tess at joint(s) A, M, U, V, W, X, y, S, e, p, O, N
Max Grav All reactions 250 lb or less at joint(s) A, M, T, U, V, W, X, y, S, e, p, O, N
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (tb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: AScE 7-05; 90mph; TcDL=4.2psf; ECDL=4.2psf; h=25ft' Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; LumberDOL=1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard IndustryGable End Details as applicable, or consult qualified building designer as per ANSI/Tp| 1.4) All plates are 2x4 Mll20 unless otheMise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.8) - This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widewill fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uptift at joint(s) A, M, U, V, W, X, y
,s,Q,P,O,N.
10)This truss is designed in accordance with the 2006 International Residential Code sections R502,11.1 and RE02,10.2 anoI -' r6feienced standard ANSI/TPl 1.
LOADCASE(S) Standard
GRIP
220t195
BRACING
TOP CHORD Sheathed or 6-0-0 oc purtins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracino
be installed during truss erection, in accordance with Stabilizei
4xO Mll20=
Sc€le = 1:20.3
l+
3x4 N,lll20=
3x4 Mll20=
DEFL in (loc) l/defl Ud
Vert(LL) nla - nla 999
Vert(TL) nla - nla 999
Hoz(TL) 0.00 G n/a nla
Plates Increase 1.15
Lumber Increase 1.15
Reo Stress Incr NO
Code lRC2006/TP12002
LOADING (psf)
TCLL 30.0
TCDL 7.O
BCLL O.O
BCDL 7,0
LUMBER
TOP CHORD 2X4DF 1800F 1.6E
BOT CHORD 2X4DF 18OOF 1.6E
OTHERS 2X4DF Stud/Std
BRACING
TOP CHORD
BOT CHORD
Sheathed or 6-0-0 oc Purlins
PUTES GRIP
Mll20 2201195
Weight: 45 lb FI = 20%
cross
be installed during truss erection' in accordance with Stabilizer
REACTIONS Allbearings'12-5-0.
(lb) - Max HozA=-33(LC 6)
Max Uplift All uplift 100 lb orlessatjoint(s)A, G' J' K' L' I' H
Max Giav All reactions 250 lb or less at joint(s) A, G' J' K' L' I' H
FoRcEs(|b).MaX.Comp'/Max.Ten.-A||forces250(|b)or|essexceptwhenshown.
NOTES
ItWm*at;-";J5J;11: %f,_:??;",,";3fil"jl.?'rt$"r91fl1b"t. rr; Exp c; encrosed; MWFRS (row+ise) sabre end zone; cantirever ren and risht exposed ; Lumber
DOL=1.33 Plate griP DOL=1.33
3) .Truss desiqned for wind toads in the plane of the truss onty. For studs exposed to. wind.(normal to the face), see Standard Industry
' Gable End betails as app;cable, or consult qualified building designer as per ANUU I l-l l'
4) All plates are 2x4 Mll2O unless otheruise indicated'
5i Gable requires continuous bottom chord bearing'
Oi Caote studs spaced at 2-0-0 oc
7) This truss has been Oes,gneJior a 10.0 psf bottom chord live load nonconcurrent with anv other live loads'
8) . This truss has neen oesignli-;i.
-n"!i""d
"i zo,opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
'will fit betweon the bottom chord and any other memDers
9) provide mechanicar .onnu"iion tuv othe'rs) of truss^to bearing plate capabF 9f^*i1!t!ii9is
'100 lb uplift at joint(s) A' G' J' K' L' I' H'
10 ) This truss is desrgned 'n a""ordun"" with the 2006 InternatLhal Residential Code sections R502 1 1 1 and R802 1 0 2 and
referenced standard ANSI/TPI 1.
LOADCASE(S) Standard
Rigid ceiling directly applied or 10-0-0 oc bracing
4xO Mll20=
5€16 = 1:20.3
I:IY
3x4 Mll20=3x4 Mll20=
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code lRC2006/TP12002
DEFL in (toc) t/defl UdVert(LL) nla - nla 999
Vert(TL) nla - nla 999
Hoz(TL) 0.00 G n/a nla
LOADING (psf)
TCLL 30.0
TCDL 7,0
BCLL O.OBCDL 7.0
LUMBER
TOP CHORD
BOT CHORD
OTHERS
PI"ATES GRIP
Mll20 220t195
Weight: 45 lb F-l = 20%
2X4DF
2X4DF
2X4DF
1800F 1 ,6E
1800F 1 .6E
Stud/Std
BRACING
TOP CHORD
BOT CHORD
REACTIONS All bearings 12-S-0.(lb) - Max Hoz A=-33(LC 6)
Max Uptift Ail uplifl 100 tborless arjoint(s)A, G, J, K, L, l, HMax crav All reactions 250 tbortessatjoint(s)A, G, J, K; L, l, H
FoRcEs (lb) - Max. comp./Max. Ten. - Ail forces 2so (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=4.2psf; h=25fr; cat. ll; Exp c; enclosed; MWFRS (low+ise) gabte end zone; cantitever teft and right exposed ; LumberDOL=1.33 plate grip DOL=1.33
3) Trussdesignedforwindloadsintheplaneofthe_trussonly. For.studsexposedtowind(normal totheface),seestandardlndustry
,, pable.End Details.as^applicable, or consutt qualified building designer as irernr.rsuinir'.4) Alf plates arc 2x4 Mll20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearino.
6) Gable studs spaced at 2-0-0 oc.z) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.8) - This .truss has.been designed for a. live load of 20.0psf on the bottom chord in all arear ti,nure a rectangte 3-6-0 tall by 2-0-0 widewill fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, c, J, K, L, l, H.10) This truss is designed in accordance with the 2006 lnternational Resibential cooe seCiions Rs02.11.1 and R802.10.2 and
.,,f:f"t"n""d standard ANSI/TP| 1.
LOAD CASE(S) Standard
). ! |
Sheathed or 6-0-0 oc purlins
Rigid ceiling directly apptied or 10-0-0 oc bracing.
12-06098'l GRO2
I ru$ | yPe
cor\4MoN
ury
1 I Job Reference (ootional)
7
5x8 Mll20=
Scal6 = 1:34.4
Ir
:
2x4 Mll20=
6x16 Mllz0/-
DEFL in (loc) l/defl L/d
Vert(LL) -0.06 F-G >999 360
Vert(TL) -0.09 F-G >999 240
Hoz(TL) 0.01 F nla nla
Wind(LL) 0.04 G >999 240
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code 1RC2006ffP12002
LoAolNG (psf)
TCLL 30.0
TCDL 7.O
BCLL O,O
BCDL 7,O
LUMBER
TOPCHORD 2X6DFSS
BOT CHORD 1 .5Xl 1.875 LP LSL 2640Fb 1.7sE
WEBS 2X4DFStud/Std.ExcePt.
: W6: 2X4DF1800F1.6E
PLATES GRIP
Mll20 1371130
Weight: 169 b Ff =2Q%
BRACING
TOP CHORD Sheathed ot 4-6-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt E-H
REACTIONS (lb/size) A=-18210-5-8 (min. 0-1-B),F=278410-5-8 (min.0-2-0), H=5371/0-5-8 (min
Max HozA=-54(LC 6)
Max UpliftA=-447(LC 10), F=-852(LC 6), H=-1287(Lc 5)' Max GravA=123(LC 8), F=2823(LC 10), H=5371(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHoRD A-B=-24711066, B-C=-320l1304, C-D=-203l998, D-E='22611102.E-F=-32671802
BOT CHORD A-l=-9141242, H-t=-10711323, H-J=-67912926, J-K=-67912926, G-K=-679/2926, G-L--679/2926, L-M=-679/2926,
F-M=-67912926
WEBS 9)=-4831204, C-l=-358/134, C-H=-70l318, D-H=-11441285,E-H=4187h105' E-G=-735/3160
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; Cat, ll; Exp Ci enclosed: MWFRS (low+ise) gable end zone;
cantilever left and right exposed ; Lumber DOL='1 .33 plate grip DOL= 1.33
3) This truss has been designed for a 10.0 psf bottom chord llve load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,
b) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding '100 Ib uplift atjoint(s) except (Jt=lb)
A=447, F=852, H=1287.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10,2 and referenced
standard ANSI/TPl 1.
Z) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at
13,34fromtheleftendto19-3-4toconnecttruss(es)T018(1ply2X4 DF) tobackfaceofbottomchord.
8) Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent at 20-11-12 from the left end to connect
truss(es) S02A (1 ply 2 X 4 DF) to back face of bottom chord.
9) Fill all nail holes where hanger is in contact with lumber.
10).ln the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: A-D=-74, D-F=-74, A-F=-14
Concentrated Loads (lb)
Vert: F=172(B) J=-1690(B) K=-1579(8) L=-1579(8) M=-1s79(B)
Scale = 1:19.9
sx6 Mll20=
2x4 l\41120=
HUS26
n
HU526 ,o*lu r,,ro= riuszo
5xBMll2O'-SxB Mll20--
DEFL in (loc) l/defl
Vert(LL) -0,03 F >999
Vert(TL) -0.05 E-F >999
Hoz(TL) 0.01 E n/a
Wind(LL) 0.02 F >999
L/d
360
240
nla
240
Plales Increase 1.1 5
Lumber Increase 1.'15
Rep Stress Incr NO
Code lRC2006/TP12002
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL O.O
BCDL 7.0
LUIdIBER
TOPCHORD 2X6DFSS
BOTCHORD 2XlODFSS
WF.BS 2x4 DF Stud/Std
REACTfONS (lb/size) A=364410-7-12 (min. 0-1-15), E=3727t0-7-12 (min. 0-2-0)
Max HozA=29(LC 5)
PI.ATES
Mil20
GRIP
220t155
BRACING
TOP CHORD
BOT CHORD
Weight: 159 lb FT = 20oh
Sheathed or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
Max UpliftA=-871(LC 5), E=-891(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD A-B=-5097/1234, B-C=-5590/1336, C-D=-5590/1336, D-E=-S113/1240
BOT CHORD A-G=-1088/4446, G-H=-1088/4446, F-H=-1088/4446,F-t=-106614468, FJ=-1066/4468, E-J=-1066/4468
WEBS C-F=-897/3923,D-F=-159/821,B-F=-1641843
NOTES
1 ) 2-ply truss to be connected together with 1 0d (0.131'x3") nails as follows:
Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc.
Bottom chords connected as follows: 2 X 10 - 2 rows at 0-5-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noled as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otheruise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone;
Cantilever lefi and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
,will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (t=lb)
A=871. E=891.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1 .1 and R802.1 0.2 and referenced
standard ANSI/TPl 1.
9) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at
:r0:3-4fromtheleftendto9-3-4toconnecttruss(es) S01 (1 ply2X4DF) tofronlfaceof bottomchord.
]Oflrytt
att nail holes where hanser is in contact with lumber.
LOAD CASE(S) Standard
1 ) Regular: Lumber Increase=1. 1 5, Plate Increase=1.1 5
; Qniform Loads (plf)
. Vert: A-C=-74, Q-E=-74, A-E=-14
Concentrated Loads (lb)
Vert: G=-1 627(F) H=-1 627 (F ) l=-1 627(F) J=-1 627(F)
S€le = 1:64.E
5x6 Mll20=
5.oo FZ
3x4 Mllzot
sx6Mll20+
5x12 Mll20\
t ,*o t,'20 ll
N 6x12 Mll20=
5x12 Mll20=
5x6 Mll?O/z -6.00 | 12
4x8 lvll2o\
4xO Mll20\
tl
r9 t9
lF l-'o
Y K 5x12 Mll20 l1
4x12 Mll20=
sx6 lvll2o:
DEFL in (loc) l/defl Ud
Vert(LL) -0.48 O-P >914 360
verraTL) -0.81 o-P >543 240
Hoz(TL) 0.25 J n/a nla
Wind(LL) 0.17 O >999 240
SPACTNG 2-0-0
Plates lncrease 1 15
Lumber Increase 1.15
ReD Stress lncr YES
Code lRC2006/TP12002
PLATES
Mil20
Weight: 180 lb
36-7-8
fi =24%
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL O.O
BCDL 7.O
LUMBER
TOP CHORD 2X40F 1800F 1,6E
BOT CHORD 2X4DF 18OOF 1.6E
WEBS 2X4AFStud/Std.ExcePt*
W2,Wl,W3,W11: 2X4DF 1800F 1'6E
SLIDER Right 2 X 6 DF SS 1-8-8
WEBS
BRACING
TOP CHORD
BOT CHORD
WEBS
Sheathed or 3-0-13 oc Purlins.
Rigid ceiling directly applied or 7-10-9 oc bracing
1 Row at midDt C-O, E-O
ffiers and required cross bracing
Ue instaiteO during truss erection, in accordance with Stabilizer
REACTIONS (lb/size) A=167210-4-0 (min. 0-1-13), J=1641/Mechanical
. . I Max HozA=101(LC 5)
Max UpliftA=-388(LC 5)' J=-380(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when 9loyl ^--
Top cHoRD A-8=-3651/833, B-c=-3317/763, c-D---2217r'4r,6-i=lzz.qgf4z,E-F=-3776t876, F-G=-3s58/865, G'H=472611061'
H-l=-2483/59 1' l-J=-?61 21 598
BOT CHORD A-p=-801/3266, p-e=-S63/2618, Q-R=-563/2618, O-R=-563/2618, N-O=471l2580' M-N=-s1712799' L-M=-890/4288'
K-L= -47 0l 21 94, J'K=-444 12062
B-p=-4j5t244,C-p=-110/G32, b-o=-egzBss, D-o=-214l1096, E-o='7741315' E-N=-1094/258' E-M=-375/1850'
A-U=-eAAZst, G-L=-6s/443, H-L=-490/2450, H-K= -941 1219
NOTES
1) Unbalanced roof live loads have been considered for this design'
2) wind: ASCE 7-05; gompn; r6iir-l-+.zprr; adDL=+.zpsr; n=l-sft; cat. ll;Exp c; enclosed: MWFRs (low+ise) gable end zone;-'runiifl""rl"ft
"nd rignt bxposed ; Lumber DoL=1 33 plate grip DoL=1 33
3) ill;i;;;r h;;-o""nie"igh"lJ;i " i o.b-pJ u"ttot chord liie load nonconcurrent with anv other live loads'
4) * This truss has been design;; i;a tive'toao of 20.0psf on the-oottom ctrord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide-' *iiii; il;"*ine oottom""ttotd and any olher members' with BCDL = 7 Opsf'
:lFffl;t:fl[fiX;[:i*",::1'#ii,l3li[1!i?li;,ss to bearins prare capabre orwithstandins 100 rb uprift at joint(s) except (jt=rb)
A=388, J=380.
7) This truss is designed in accordance with the 2006 International Residential code sections R502'1 1 1 and R802 10 2 and referenced
'
standard ANSI/TPI 1
LOADCASE(S) Standard
S€le = 1;66.7
I
lq,lqlo".1l$l
| 3xO Mll20=
7x12 MlllSH=
SPAC|NG 2-0-0
Plates Increase 1.15
Lumber Increase '1.15
Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in (toc) l/defl
Vert(LL) -0.62 J-K >701
Vert(TL) -1.09 J-K >4Oj
Hoz(TL) 0.63 | nla
Wind(LL) 0.35 J-K >999
ud360
240
nla
240
LOADING.(psf)
TCLL 30.0
TCDL 7.0
BCLL O,O
BCDL 7,0
LUMBER
TOP CHORD 2X4DF,18OOF 1.6EBOT CHORD 2 X 4 DF 18OOF 1.6EWEBS 2X4DF Stud/Std *Exceor*
W5,W1,W2,W8: 2X4DF 1800F 1.6E
PI.ATES GRIP
Mll18H 170t148
Mll20 220t195
Weight: 168 Ib F-l = 20%
BRACING
TOP CHORD Sheathed or 2-7-12 oc purtins.
,BO.T CHORD Rigid ceiling direcfly apblied or Z-5-9 oc bracrngWEBS 1 Row at midpt F-l
recommends that Stabilizers and required cross nracrngbe installed during truss erection, in accordance with Stabilizer
REACTIONS (lb/size) A=1593/Mechanical, t=1746/0-5-8 (min. 0_1-14), Max HozA--101(LC 6)
Max UpliftA=-386(LC 5), t=as9(Lc 6)
IglCES (lb) - Max. Comp./Max Ten. - Ail forces 250 (tb) or less except when shown.ToP cHoRD A-B=-34s5/819, B-c=-3959/931, c-o=-bz'silgoo, o-E='-+zsslgei, E-i-srselrrrs, F-G=-594/139, G-H=-545/81BOT CHORD A-M=-788/3114, L-M=-81413208, K-L=-S33/3127, J-K=-862l4905, | _J=-si7t46s5, H_t=-911565WEBS B-M=-6521243,B.L=-161473,A-L=-4511242,D-t=-2961821,O-X=ai+dait,E-K=-616/311, Ft:-4658/1028,cl=-5011245
NOTES
1) Unbalanced roof live loads have been considered for this design.2) wind: AscE,7-05; ggmph; TcDL=4.2psf; BcDL=4-2psf; h=25ii9at. ll; Exp C; enctosed; MWFRs (tow+ise) gabte end zono;^. cantilever left a_n{ right exposed i Lumber DOL=1.33 ptate grip DOL=1.33 '
3) All plates are MT20 plates unless otherwise indicated.4) The Fabrication Tolerance atjoint | = 16%5) This truss has been designed for a 10.0 psf bottom chord rive road nonconcurrent with any other rive roads.6) ' This ,huss has.been designed for a. live load of 20.opsf on the bottom chord in alt
"ruu.
,i,hur" a rectangte 3-6-0 tall by 2-0-0 widewill fit between the bottom chord and any other members.7) Refer to girde(s) for truss to truss connections.8) Provide mechanical connection (byothers) oftruss to bearing plate capable ofwithstanding 100 lb uplift atjoint(s) except 0t=tb)A=386, l=459.
9) This truss is designed in accordance with the 2006 International Residential code sections R502,1 1.1 and Rg02.10.2 and referencedstandard ANSI/TPI 1.
LOADCASE(S) Standard
3xOMll2Q.
Scale = 1:66,7
5x6 Nilll20=
D
1l"lqlo
.rllYt
3.oo fiz
DEFL in (loc) l/defl Ud
Vert(LL) -0.33 J-K >999 360
Vert(TL) -0.59 J-K >611 240
Horz(TL) 0.30 | n/a nla
Wind(LL) 0.19 J-K >999 240
SPAC|NG 2-0-0
Plates lncrease 1.15
Lumber Increase 1.15
Reo Stress Incr YES
Code lRC2006/TP12002
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL O.O
BCDL 7.O
LUMBER
TOP CHORD 2X4DF 18OOF 1.6E
BOT CHORD 2X4DF 18OOF 1.68
WEBS 2x4DFStud/Std'ExcePt'
W5.W1:2 X4 DF 1800F 1.6E
PLATES GRIP
Mll20 2201195
Weight: 168 lb FI = 20o/o
BRACING
TOP CHORD Sheathed or 3-7'12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5'2-13 oc bracing"
WEBS 1 Row at midpt F-l
MiTek recommends that Stabilizers and required cross
be installed during truss erection, in accordance with Stabilizer
REACTIONS (lb/size) A=-533/Mechanical, M=2579/0-5-8 (min.0-2-12), l=1304/0-5-8 (min, 0-1-8)
Max HozA=-101(LC 6)
Max UpliftA=-533(LC 1), M=-579(LC 5)' l=-380(LC 6)
Max GravA=94(LC 6), M=2579(LC 1)' l=1304(LC 1)
FORCES (lb) - Max. Comp./Max. Ten' - All forces 250 (lb) or less except when stlorvn ^ ^ -
rop cnoio' A-B=-38411966, B-e=-1250t323, c-D=-10'84/3s2, D-E=-25331497, E-F=-3350/797, F-G=-489/123' G-H=-447t59
BOT CHORD A-M=-17071417 , L-M=-1819t447 , K-L=-16411484, J-K=-48712927 ,l-J=-706/3171, H-l=-7sl465
wEeS B-M=-199 /5a6, B-L=-530/2830, C-t=-4401238,D-L=-827t126, D-K=-259/1699, E-K=-706/s37, E-J=-1111349'
F #4A7 8fl 46, G{=-465/239
NOTES
1) Unbalanced roof live loads have been considered for this design.
Zi WinO, ASCE 7-0S; 90mph; TCDL=4.2psf: BCDL=4.2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low+ise) gable end zonei'
cantilever left and right exposed ; Lumber DOL=1'33 plate gdp DOL=1 33
3) This truss has beenlesighed foi a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - - ^ . .. .
4) r This truss has Oeen Oesign-d foi a live'load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members
5) Refer to girde(s) for truss to truss conneclions.
6j provide frecnanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb)
A=533, M=579, l=380.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502 1 1.1 and R802.10.2 and referenced
standard ANSI/TPl '1.
LOAD CASE(S) Standard
J99
12-060981
I russ
S02B
| russ ryPe
SPECIAL
.lry
t 1 lob Referance (ootional)
ID 1
Scale = 1:66.6
5x6 Mll20 ll
D
11q
,jl
10x16 Mll20:-
DEFL in (loc) l/defl
Vert(LL) -0.37 J-K >965
Vert(TL) -0.67 J-K >540
Hoz(TL) 0.39 | n/a
Wind(LL) 0.22 J-K >999
L/d
360
240
nla
240
Plates lncrease 1.15
Lumber lncrease 1.15
Rep Slress Incr YES
Code lRC2006/TP12002
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL O.O
BCDL 7,0
LUMBER
TOP CHORD 2X4DF 18OOF 1.6E
BOT CHORD 2X4DF 18OOF 1,6E
WEBS 2X4DFStud/Std-Except.
W5,W1:2 X4 DF 1800F 1.6E
REACTIONS
FORCES (rb)
TOP CHORD
BOT CHORD
WEBS
NOTES
PI.ATES GRIP
Mll20 2201195
Weight: 168 lb
BRACING
TOP CHORD Sheathed or 3-4-6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midPt F-l
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
(lb/size) M=1 949/0-5-8 (min. 0-2-1), l=1 41310-5-8 (min. 0{ -8)
Max HozM=101(LC 5)
Max UpliftM=€36(LC 5), l=-a00(Lc 6)
- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
A-B=-3301663, B-C=-1919/376, C-D=-1753/401, D-E=-3083/595, E-F=-3790/875, F-G=-5271129, G-H=-482165
A-M=-515/343, L-M=-5781272, K-L=-17411891, J-K=-57413416, lJ=-77313546' H-l=-81/501
B-M=-.1668/53s, B-L=-487t2241, C-L=-439/235, D-L=-476164, D-K=-300/1929, E-K=-669/331, E-J=-951262,
F-l=-3455/81 3, G-l= 47 81241
1) Unbalanced roof live loads have been considered for this design.
2i Wiil'nSaE i-OS; gOmpn; TCDL=4.2psf; BCDL=4-2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone;' cantilever left and right exposed ; Lumber DOL=1 33 plate grip DOL=1 33
S; inis truss has been-desighed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.
4i - tnis truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the botlom chord and any other members.
b) provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=lb)
M=636, l=400.
6) This truss is designed in accordance with the 20OO International Residential Code sections R502.11.'1 and R802.10.2 and referenced
standard ANSI/TPl 1.
LOADCASE(S) Standard
lD:iasUq5bWchetMZOGCEE
24-11-5
11
5x8 Mll20=
5-1 1-9
S€le: 3/16"=1'
t',!
1:+
SPAC|NG 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in (loc) l/deft L/d
Vert(LL) -0.40 J-K >999 360
Vert(TL) -0.68 J-K >646 240Hoz(TL) 0.17 H nla nla
Wind(LL) 0.1s l-J >999 240
11-12
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL O.O
BCDL 7.0
LUMBER
TOP CHORD 2 X 4 DF 18OOF 1,6E
BOT CHORD 2X 4 DF 18OOF 1.68
WEBS 2X4DFStud/Std*Except*
W2,W1,W3: 2X4DF 1800F 1.6E
SLIDER Right 2 X 6 DF SS 3-2-14
REACTIONS (lb/size) A=171410-4-0 (min. 0-1-13), H=171Sl0-5-8 (min. 0-1-13)Max HozA=101(LC 5)
BRACING
TOP CHORD Sheathed or 2-2-0 oc ourlins.
BOT CHORD Rigid ceiling directly applied or B-1-11 oc bracing.WEBS 1 Row at midot C-J
PI.ATES GRIP
Mll20 220t195
Weight: 170 b Fr = 20%
MiTek recommends and required cross
be installed during truss erection, in accordance with Stabilizer
lnstallation oui
. Max UpliftA=-390(LC 5), H=-38a(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - Alt forces 250 (lb) or less except when shown.ToP cHORD A-B=-37411839, B-C=-3389/759, C-D=-23291546,D-E=:-n24tssg, E-F=-301s/679, F-G=-3189/737, G-H=-J2s6t727BOT CHORD A-K=-806/3348, K-L=-56812727, L-M=-56812727, J-M=-568!2727, J-N=-42212598, N-Q=-422t2598, t-O=-422t2598,H-l=-580/2857
WFBS B-K=-4231245, C-K=-105/600, C-J=-895/341, D-J=-246t1274,E-J=-778802, E-t=-s2l360
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. Cat, tt; Exp C; enctosed; MWFRS (tow+ise) gabte end zone;cantilever left and right exposed ; Lumber DOL=1 .33 plate grip DOL= j.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anv other live loads.4). This,truss has.been deslgned for a.live load of 20.0psf on the bottom chord in alt areas where a rectangle 3-6-0 tall by 2-0-0 widewrll trt oetween the bottom chord and any other members, with BCDL = 7.0psf.5) Provide mechanical conneclion (by others) of lruss to bearing plate capable of wilhstanding 1 00 lb uptift at joint(s) except (jt=tb)A=390. H=384.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and reterencedstandard ANSI/TPI 1.
LOAD CASE(S) Standard
5x6 lvll20=
5.00 F
3x4Mll20'-
5x6Mll20--
_rt
Scale = 'l:63.1
4x6 Mll20\
G +x6 vtt2o--
6x12
r9tFl:
LoADING (psf)
TCLL 30.0
TCDL 7,O
BCLL O,O
BCDL 7.0
SPAC|NG 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress lncr YES
Code lRC2006/TP12002
27-5-
DEFL in (loc) l/defl
Vert(LL) -0,41 J-K >999
Vert(TL) -0.69 J-K >635
Hoz(TL) 0,17 H n/a
Wind(LL) 0.15 l-J >999
PISTES GRIP
Mlr20 2201195
Weight: 170 lb FT = 20%
Ud
360
24Q
nla
244
LUMBER
TOP CHORD 2X4DF 18OOF 1.6E
BOT CHORD 2X4DF 18OOF 1,6E
WEBS 2X4DFStud/Std.ExcePt.
W2.W1,W3: 2 X 4 DF'1800F 1'6E
SLIDER Right 2 X 6 DF SS 3-2-13
REACTIONS (lb/size) A=1703/0-4-0 (min 0-1-13), H=1704/0-2-8 (min' 0-1-13)
Max HozA=101(LC 5)
BRACING
TOP CHORD Sheathed or 2-2-0 oc purlins
BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing
WEBS 1 Row at midpt C-J
tvliTe[recommends that Stabilizers and required cross bracln€
be installed during truss erection, in accordance with Stabilizer
Max UpliftA=-388(LC 5), H=-380(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when ilroyl ^^.
TOp CHORD A-B=-3zrstesa, b-C=-ggOe/zSO, C-D=-)3'00/539, D-E:-22s4tU8, E-F=-2-9-18/659' F-G=-3065/710' G-H=-3176/700
Bor cHoRD A-K=-ao1tssz4,k-l:sa+htoo,t-M=-564t2700, J-M=-sG4t27oo, J-N=-408/2540, N-o=-408/2540, l-0=-408/2540'
H-t='54812727
WEBS B-K=421t244,a.K=-107|607,C.J=-895/342, D.J=-24411256,E.J=-748|292,E-|=421315
NOTES
1) Unbalanced roof live loads have been considered for this design
ii Wiil, AS6t 7-05; 90mph; rCol=+.zpsr; BC_DL=4 2psf; h=25i;eat.ll; Exp C: enclosed; MWFRS (low+ise) gable end zone;-'
cantilever left and right bxposed ; Lumber DOL=1 33 plate grip DOL=1 33
Sl ihlu iiuss nas been-designeOloi a fO O psf bottom chord li-ve load nonconcurrent with any other live loads.
4) * This truss has o"un o"r,qnid foia iive'load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide' *iiiiii u"t*uun the bottom;hord and any other members, with BCDL = 7 0psi
s) Frovioe mechanical connection (by others) of truss to bearing plate at joint(s) H. ..
6) provide mechanicat "onn""ii6n i5i ;ih;;i of truss to uearin6 btate ca'pabl; bf withstanding 1 00 lb uplifi at ioint(s) except 0t=lb)'A=388, H=380.
zl inis truss isGsigned in accordance with the 2006 International Residential Code sections R502 11.1 and R802 10 2 and referenced
btandard ANSI/TPl 1.
LOADCASE(S) Standard
qQekwmuuB
sx6 Mll20=
n
Sc€l€ = 1:63.1
r9
1:
$.1-14
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress lncr YES
Code lRC2006/TP12002
DEFL in (loc) t/defl L/d
Vert(LL) -0.41 J-K >999 360
Vert(TL) -0.69 J-K >634 240
Hoz(TL) 0.17 H nla nla
Wind(LL) 0.15 l-J >999 240
18-11-12
LoADING (psf)
TCLL 30.0
TCDL 7.0
BCLL O,O
BCDL 7.O
LUMBER
TOP CHORD 2X4DF 18OOF 1.6E
BOT CHORD 2 X 4 DF 18OOF 1.6E
WEBS 2X4DFStud/Std'Exceol'
W2,W1,W3; 2X4DF 1800F 1.6ESLIDER Right 2 X 6 DF SS 3-2-13
REACTfONS (lb/size) A=1 7O4/Mechanical, H=tT 05lO-2-A (min. 0-1 -1 3)Max HozA=101(LC 5)
BRACING
TOP CHORD Sheathed or 2-2-0 oc purtins.
BO_T CHORD Rigid ceiling directty apptied or 8-1-14 oc bracrng.
WEBS 1 Row at midpt C-J
9-1-14
PLATES
Mil20
GRIP
220t195
Weight: 170 lb FT = 20%
eK recommends that Stabilizers and required cross bracingbe installed during truss erection, in accordance with Stabilizer
' Max UpliftA=-3E8(LC 5), H=-3Sl(LC 6)
!glG!!_ 1l!) - Max. Comp,/Max. Ten. - Att forces 250 (tb) or tess except when shown.TOP CHORD A-B=-3725/836, B-Q=-3376/758, C-D=-2302/539, D-E=-2296/549, E-F=-2920/659, F-G=,3067/710, G-H=-317S/700BOT CHORD A-K=-803/3335, K-L=-56512704, t-M=-56512704, J-M=-565/2704, J-N=-408/2542, N -O=-408t2542, t-O=-465t2s42,H-t=-54812729
WEBS B-K=-4251246, C-K=-108/61 1, C-J=-897/343, D-J=-244t1258, E-J=-7481292, E)=42t315
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; Cat. ll; Exp C; enctosed; MWFRS (low-rise) gabte end zone;
. cantilever lefi and right exposed ; Lumber DOL=1.33 plate grip DOL=.1 .333) This truss has been designed for a 1 0.0 psf bottom chord liva load nonconcurrent with any other live loads.4) . T_his lruss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 lall by 2-0-0 widewill fit between the bottom chord and any other members, with BCDL = 7.0psf.5) Refer to girde(s) for truss to truss connections.
6) Provide mechanical connection (by others) oftruss to bearing plate atjoint(s) H.7) Provide mechanical connection (by others) of lruss to bearing irlate ca-paUt6 irf witnstanding 100 lb uplift at joint(s) except (jt=lb)4=388, H=381.
8),This truss.is designed in accordancewith the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referencedi standard ANSI/TPI 1.
LOADCASE(S) Standard
JOO
12-060981
I russ
T0'tc
Truss TyPe
COMMON
Jry
1 Job Reference (oPtional)
luor ^rw-xrr ^Dn.,o,vm4{qQN^qAu,ndl miptrqWsN7,
S€le = 1:65.7
DEFL in (loc) l/defl Ud
Vert(LL) -0.13 l-J >999 360
Vert(TL) -0.25 G-H >999 240
Hoz(TL) 0.02 G n/a nla
Wind(LL) 0.07 G-H >999 240
Plates Increase 1 .15
Lumber Increase 1.15
ReD Stress Incr YES
Code lRC2006/TP12002
LoADING (psf)
TCLL 30.0
TCDL 7.0
BCLL r 0.0
BCDL 7.O
LUMBER
TOP CHORD 2X4DF 1800F 1.6E
BOT CHORD 2X4DF 1800F 1,6E
WEBS 2X4DF Stud/Std *ExcePt'
W5.W1,W2: 2x4DF 1800F 1,6E
Standard
BRACING
TOP CHORD
BOT CHORD
WEBS
PUTES GRIP
Mll20 2201195
Weight: 176 lb FT = 20%
Sheathed or 5-4-15 oc Purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing
1 Row at midpt
ffiisand required cross bracing
be installed during truss erection, in accordance with Stabilizer
lnstallation
D-J
WEDGE
Right: 2X6DFSS
REAcT|oNs(|b/size)A=295/Mechanica|,J=2397/0.5.8(min.0.2-9).G=780/0-5-8(min'0.1-8)
Max HozA=-101(LC 6)
Max UpliftA=-88(LC 5)' J=-s18(LC 5)' G=-219(LC 6)
Max GiavA=430(LC 9), J=2397(LC 1), G=83a(LC 10)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when€howl^-^.^-
iopbnOAo' A-B=-5s51331, B-C=-380/372, C-D=-12311027 , D-E=469t211, E-F=-1253t371,
F-G=-15541425
BOT CHORD A-K=-283/465, J-K=-556127 1, H-l=-68/71 6, G-H=-327 I 137 0
WEBS B-K=464t2441,C-r=-zztttls,C-J=-747t335,D-J='17241379, D-l=-2411896' E)=-7511326,
E-H=-1 60/593' F -H= -4641 247
NOTES
1) Unbalanced roof livo loads have been considered for this design
ii wi"J, Asce i-bs; gompn; rciir-=+.zpii; BcDL=4.2psf; h=25i; cat. ll; Exp c; enclosed; MWFRS (low+ise) sable end zonei-'cantituv"t
tett und right bxposed ; Lumber DOL=1 33 plate grip DOL=1 33
gl il'il'ii,;ri ri"t 6""n-o&igi "ol"i i t o.o psf bottom chord live load nonconcurrent with any other live loads'
4) ' This truss has been desrgned for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide'' *iri ni uutwe"n the bottomihord and any other members' with BCDL = 7 0psf'
5) Refer to girde(s) for truss to truss connections'
6) provide mechanicat connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A except (it=lb)
A,{i,uJkt" flt:;signed in accordance with the 2006 International Residential code sections R502.11.1 and R802 10 2 and referenced
,'r, standard ANSI/TPI 1.
Scale : l:65.7
5xB Mll20=
DEFL in (loc) l/defl L/d
Vert(LL) -0.12 G-H >999 360
vertirl) -0.28 G-H >722 240
HodoL) o.ol I nla nla
Wind(LL) 0.06 A-K >999 240
SPACING 2.0-O
Plates lncrease 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
LOADING (Psf)
TCLL 30.0
TCDL 7.0
BCLL O.O
BCDL 7.0
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6E
80T cHoRD 2X4DF 1800F 1.6E
WEBS 2X4 DF Stud/Std'ExcePt*' Ws.W1'W2:2X4 DF 1800F 16E
WEDGE
Right: 2X6DFSS
BOT CHORD
WEBS
Sheathed or 5-104 oc Purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
10-0-0 oc bracing: A-K
1 Row at midpt D-l
MiTek recommends that Slablllzers ano requlreu urubv urqlrrrY'Ue
instaffea during truss erection, in accordance with Stabilizer
izers and required cross
PI-ATES GRIP
Mll20 2201195
Weight: 177 lb FT
BRACING
TOP CHORD
BOT CHORD
WEBS
REACTIONS (lb/size) A=645/Mechanical, l=2528/0-5-8 (min.0-2-11), G=377l0-5-8 (min 0-1-8)
Max HozA=101(LC 5)
M;i UpliftA=-177(LC 5), l=-503(Lc 5)' 9=:139JLc 6)
Max Gi-avA=728(LC 9), l=252s(Lc 1), G=512(Lc 10)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown'
ioF cHoiD' A-B=-134281:r,'a-c=aztstsaz,c-D=-3e's/185, D-E=-128t1043, E-F=-3e4/335'
F-G=-7591251
i_i=_gi6)iiSg, J_K=_108r467,J-L=-440t270,L-M=-440t270,rM=-4401270,1-N=-457l187'
N-O=457/1 87, H-O='457 I 1 87, G-H=-208/643
e-E-agl Dq2.,' c-K=-267 t7 98, c-J=-7 40t341, D-J=-31 5/1 01 6, D-l=-1 708/435'
E-l=-828/331, E-H=-1 33/622, F -H=-507 1262
NOTES
i t UnOifun""O roof live loads have been considered for this design l
2) Wind: ASCE 7-0S; gOmpn; rib-r-ll.Zntrr AQOr-+r1nsf;.n=2Sft; Cat. ll; Exp C; enclosed; MWFRS (low+ise) gable end zone;
-'
cantilever left and right exposed ; Lumber DOL=1 33 plate grip DOL=1 33
3) This truss has been o"r,gnud foi iig.b"pJ oottor "nord lr-ve toad nonconcurrent with any other live loads'
4) * This truss has been desrgned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
-'
*iir"i,i u"t*"""in" Lottorninord and any other members' with BCDL = 7 0psf'
5) Refer to girde(s) for truss to truss connections'
6) provide mechanicat connection (by others) oftruss to bearing plate capable ofwithstanding 100 lb uplift atjoint(s) except (Jt=lb)
,., +;l7f;5:3i"![Bta '" accordance with th. 2006 Internationat Residential code sections R502.1 1 .1 and R802'10 2 and referenced
standard ANSI/TPI 1,
LOAD CASE(S) Standard
4xO Mll20=
Scal6 = 1:43.8
I*
3x10lvlll20=
3x10 Mll20 ll
DEFL in (loc) l/defl Ud
Vert(LL) -0.13 E-F >999 360
Vert(TL) -0.30 E-F >964 240
Hoz(TL) 0.07 E nla n/a
Wind(LL) 0.08 A-G >999 240
Plates lncrease 1.15
Lumber lncrease 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
LOADING (psf)
TCLL 30.0
TCDL 7,O
BCLL O,O
BCDL 7,0
LUMBER BRACING
TOP CHORD 2X4DF 18OOF 1.6E TOP CHORD
BOT CHORD 2X4DF 18OOF 1.6E BOT CHORD
WEBS 2X4DFSIUd/Std
WEDGE
Left: 2 X 6 DF SS, Right: 2 X6 DF SS
REACTIONS (lb/size) A=1076/0-5-8 (min. 0-1-8), E=1076/0-5-8 (min. 0-1-8)
Max HozA=-66(LC 6)
Max UpliftA=-258(LC 5), E=-258(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown'
TOP CHORD A-B=-21 68/530, B-Q='1837 I 452, Q'D='l 837 I 452, D-E=-2 1 68/530
BOT CHORD A-G-492/1 935, F-G=-231l1 305, E-F=-4261 1935
WEBS C-F=-139/568,D-F=-4861252,C-G=-139/568'B-G=4851252
NOTES
PTATES GRIP
Mll20 2201195
Weight: 102 lb Ft =20%
Sheathed or 4-7-1 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
1) Unbalanced roof live loads have been considered for this design
Z1 WinO: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1 33
3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
+l - fnis truss has been deiigned for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) provide mechanical connection (by otheis) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (t=lb)
A=258, E=258.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
rstandard ANSI/TPI 1.
LOAD CASE(S) Standard
f-=
i 12 00289
455 Twisted Willow - SFR
Office Copy
f\
t\\
\t1
It\
$
\0\0t-[\
t\^l,,,$\
"\
eo--l
za1
(
0,0\t\
u\
t\
s
L O--ll
Eo;
o
co
=
CO
O
O
I
O
O
@EOp
<
@
OE
OE
OO
(J
O:-=a
(9
(-)
CO
;ico<o
o
2-6-0 ,0-90 , 2-G0 ,, 2-3-12 ,2-5-4
Scale = 1154.7
3x10 Mll20=
B
3xO Mll20= 2x4 Mll20 ll 4x12 Mll20=
2x4 Mll20 ll
3xO Mll20 FP=
4xo Mll20=
GH
3x6 Mll20= 3x4 Mll20 ll
MN3x4 Mll20 ll 2x4 Mll20 ll
c
3x10 Mll20=
I
2x4 Mll20 ll
J
3x4 Mll20=
3xO tvlll2o I I
2x4 Mll20 ll
LE
.Inci-1
I^IYell
r- l-
d
WX
6xB Mll20=
Special Special
YZV
Sp€cial 6x'12 Mll20=
Special
U
6x12 Mll20=
TS
sx8 MIl20=
3xO Mll20 FP =
6xB Mll20=
R
6x8 Mll20=
P
4xO Mll20 l1
25-10-8
DEFL in (loc) l/defl lld
Vert(LL) -0.39 V-W >469 360
Vert(TL) -0.60 V-W >302 240
HozfiL) 0.02 O n/a nla
SPACING 1-7.3
Plates Increase 1.00
Lumber lncrease 1,00
Rep Stress Incr NO
Code lRC2006/TP12002
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5.0
LUMBER
TOP CHORD
BOT CHORD
WEBS
REACTIONS
4X2DF 1800F 1.6E
4X2DF 1800F 1.6E
4X2DF Stud/Std
PI.ATES GRIP
Mll20 2201195
Weight: 178 lb FT = 0%F ' 10%E
BRACING
ioi buono structurat wood sheathing direcfly applied or 6-0-0 oc purlins, except
end verticals
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing'
flb/size) w=1101/O-5-8 (min.0-1-8), O=518/0-5-8 (min.0-1-8), T=1807/0-3-8 (min.0-1-8)
Max GravW=1173(LC 2), 0=561(LC 3), T=1807(LC 1)
FORCES (lb) - Max. Comp"/Max. Ten. - All forces 250 (lb) or less except when $o-ry!,^^ -
Top cHoRD B-c=-309s/0, c-b=-eogsio, a-r,=-fitztzst,i-r=-rititztt,F-G=012622, G-H=0/1844, H-l=0/1844, l-J=-1399/276'
J-K=-1399/276, K-L=-1793/0, L-M=-1793/0
Bor cHoRD w-X=0/1872, i-i=otrclz,v-z=0t18r2,y-z=)t1872,u-Y=a12674, T-U=-1055/368, s-T=-2485/0' R-s=-728l370'
Q-R=0/1793' P-Q=0/1793, O-P=0/'1209
WEBS c-T=-92s/0, a-w=-roo+1o, B-V=0/1314, D-V=0/75b, D-u=-1227t0,F-U=0/1640, F-r=-222510, K-R=-811/0' l-R=0/1210'
l-S=-1770/0, G-S=0/1024, M-O=-1295/0' M-P=-371631
NOTES
t) UnUatanceO floor live loads have been considered for this design
2) This truss is designed in accordance with the 2006 Internaiiona"l Residential code sections R502.1 1.1 and R802 10 2 and referenced
standard ANSI/TPI 1.
3)Recommendzx6strongbacks,onedge,spacedatlO-0-0 ocandfastenedtoeachtrusswith3-10d(0.131'X3")nails Strongbacks-'
to-be attached to walls ;t their outer ends or restrained by other means'
4) CAUTION, Do not erect truss backwards'
s) Hange(s) or otner connecuo-n de-vicetsislaf f bep^rovided sufficient to support concentrated load(s) 181 lb down at 0-1-8' 181 lb
down at 1,g-1 5, and 181 tb down at 3-4-2, and 181 lb oo*n ii +-s-s on 'bottom chord. The design/selection of such connection
device(s)istheresponsibilityofothers . . ..
6) In the LOAD CAsE(S) sectirin,loioi applied to the face of the truss are noted as front (F) or back (B)'
LOAP CASE(S) Standard
1) Floor; Lumber Increase=1 00, Plate Increase=1 00
Uniform Loads (Pl0
, Vert: O-W=-8' A-N=-80
Qoncentrated Loads (lb)
Vert: W=-181(F) X=-181(F) Y=-181(F) Z=-181(F)
Scale = 1:8.5
3xO Mll20=
D
3xO Mll20=
SPAC|NG 1-7-3
Plates lncrease 1.00
Lumber Increase 1.00
Rep Stress Incr NO
Code lRC2006/TP12002
DEFL in (loc) lldefl L/d
Vert(LL) 0.00
Vert(TL) -0.06 D-E >909 240
Hoz(TL) 0.00 D n/a nla
LoADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5,0
LUMBER
TOP CHORD 4X2DF 18OOF 1,6E
BOT CHORD 4X2DF1800F 1.6E
WEBS 4 X2 OF Stud/Std
REACTIONS (lb/size) E=187/Mechanical, D=187/Mechanical
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
WEBS B-E=-25110
NOTES'1 ) Refer to girde(s) for truss to truss connections.
2) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 0d (0
ends or restrained by olher means.
LOAD CASE(S) Standard
PLATES GRIP
Mll20 220t195
Weight: 23 lb FT = 0%F, 10%E
Structural wood sheathing directly applied or 4-6-1 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
and R802.10.2 and referenced standard ANSI/TPI 1.
.131'X 3") nails. Shongbacks to be attached to walls at their outer
BRACING
TOP CHORD
BOT CHORD
Scale:3i16"=1
3xO Mll20 FP=
CDE
I9l1
n
"iq
AP AO
3x4 Mll20 ll
AH AG
3x4 MIl20=
3xO Mll20 FP=
AAZY
3x4 Mll20=
3xO Mll20 FP=
AN
Y): lA:Edoe.0-'1-81. tAPl 1
LoADING (psf)
TCLL 40.0
TCDL 10.0BCLL O.O
BCDL 5.0
SPACfNG 1-7-3
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr NO
Code lRC2006/TP12002
csl
TC 0.11
BC 0,03wB 0.04
(Matrix)
DEFL in (loc) l/defl Ud
Vert(LL) nla - nla 999
Vert(TL) nla - nla 999
Horz(TL) 0.00 W nla nla
PLATES GRIP
Mll20 220t195
Weight: 128 lb FT = Qo/oF , 10%E
LUMBERTOP CHORD 4X2DF 18OOF 1.6EBOT CHORD 4 X2 DF 18OOF 1,6E
WEBS 4X2DFStud/Std
OTHERS 4 X2 DF Stud/Std
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 37-0-0.
(lb) - Max Grav All reactions 250 lb or less at joint(s) AP, W, AO, AN, AM, AL, AK, AJ, At, AH, AG, AF, AE, AD, AC, AB,AA, Z, Y, X
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) All plates are 2x4 Mll20 unless otheMise indicated.2) Gable requires conlinuous bottom chord bearing,
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e, diagonal web).4) Gable studs sDaced at 2-0-0 oc.
5) This truss is designed in accordance wilh the 2006 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSI/TPl 1.
6) Recommend2x6strongbacks,onedge,spacedatl0-0-0 ocandfastenedtoeachtrusswith3-1Od(0.131"X3')nails. Strongbacksto be attached to walls at their outer ends or restrained bv other means.
LOADCASE(S) Standard
, 2-54 ,, 2-5-12 ,0r5r8 2-0-0 0.6.8n--
3x4 lvll20=
2x4 Mll20 ll 4xO Mll20= 2x4 Mll20 ll 3xO Mil2O Fp=
3x10 Mil20= 2x4 Mil20 il 3x4 Mil20=
0r10r0
Scalei 3/16"-1'
3x6 Mll20 FP=
3x4 lvll20=
Iclq
Y.l-l
2x4 l\41120 | | 2x4 Mll20 |
3x4 Mll20= 3x4 Mll20= 3x4 Mil20 ll
X WV U T
2x4 Mll20l)
3xO Mll20 FP= 3x4 Mll20=
4x12Mll20=
AAZ
4xO Mll20--
3xO lvll2o FP =
Y
3x10 Mll20-
3x4 Mll20=
te,i8,i ' 'e,;:r'u'fi;9i*ld' ,gt+, , e+ii ,q.;:ili?irf *su' ,
SPACTNG 1-7-3
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in (loc) l/defl L/d
Vert(LL) -0.17 Y-Z >926 360
Vert(TL) -0.29 S-T >435 240
Horz (TL) 0.04 S n/a nla
,0-1-81, IF 1-8,0-0-01, [O:0-1
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5,0
LUMBER
TOP CHORD 4 X2 DF 18OOF 1,6E
BOT CHORD 4X2DF 18OOF 1.6E
WEBS 4 X2 DF Stud/Std
REACTIONS All bearings 0-5-8 except (jt=length) X=0-3-8, AB=0-3-8.(lb) - Max Grav All reactions 250 lb or less at joint(s) except AE=503(LC 4),
Weight: 167 lb FT = lo/oF,10%E
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals,
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:1 0-0-0 oc bracing: AD-AE,AC-AD,S-T.
X=1 191(LC 3), AB=1230(Lc 9), S=a38(LC a)
-8,Edgel, [U:0-1
PI-ATES
Mil20
GRIP
2201195
FORCES (lb) - Max. Comp./Max. Ten. - Atl forces 250 (tb) or less except when shown.TOP CHORD B-C=-1410/0, C-D=-1410/0, D-E=-631/9, E-F=-631/9, F-G=0/829, G-H=-1027t141,H)=-10271141,tJ=-1021t14i,
J-K=-l12410,K-t=-112410, L-M=0/1084, M-N='136/720, N-O=-136/720, O-P=-995/166, P-Q=-995/166BOT CHORD AD-AE=0/992, AC-AD=0/1260, AB-AC=-829/0, M-AB=-2921726, Z-p'Pr=-l41t1027,Y-Z=-3311228, X-Y=-66/449,W-X=-1084/0, V-W=-166/995, U,V=-166/995, T-U=-166/995, S-T=0/828WEBS H-M=-674l0, lZ=Q1382, F-AB=-751l0, M-X=-620/0, B-AE=-1071/0, B-AD=0/453, D-AC=-731l0, F-AC=0/1396.G-AB=-1296/0, G-M=0/882, L-X=-1343/0, L-Y=0/786, J-Z=-53510, O-W=-1198/0, M-W=0/610, Q-S=-894/0
NOTES
1) Unbalanced floor live loads have been considered for this design.2) All plates are 3x6 Mll20 unless otheMrse jndicated.
3) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.'1 and R802.10.2 and referencedstandard ANSlffPl 1.
4) Recommend 2xO strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131'X 3") nails. Strongbacksto be attached to walls at their outer ends or restrained bv other means.
5) CAUTION, Do not erect truss backwards.
LOADCASE(S) Standard
12-060982 FLO3
o FALts, rD 834-02 -
2x4 Mll20 ll
, z-c- l1 0'5'8 2-0-0 Qr6rB
2x4 Mll20 ll 2x4 Mll20 ll
3xO Mll20 FP=
3x6 N.4ll20=
KL
0r10r0
2x4 Mll20 | 1 2x4 N/1120 | I
3x4 Mll20=
YX W V
2x4 Mll20 ll
3x6 Mll20 FP= 3x4 Mll20=
0110-14
Scale = 1:66.1
3x4 Mll20=3xO Mll20 FP=
3xO Mll20=
NF
4xO Mll20= 2x4 Mll20 l1
2x4 N.4ll20 ll 3x4 Mll20=3x10 Mll20=
F
3x4 Mll20= 3x4 Mll20 ll
QRS
IYl1q
cln
AE AO
4x12 [/1120=
ACABAA
4x6 tvilt2o= 3x10 Mll20=
3xO Mll20 FP=
3x4 lvlll20=
31-10-8
DEFL in (loc) l/defl L/d
Vert(LL) -0.17M-AB >935 360
vertaTl) -0.264A-49 >620 240
Hoz(TL) 0.03 U n/a nla
SPACING 1-7-3
Plates Increase 1.00
Lumber Increase 1.00
Reo Stress lncr YES
Code lRC2006/TP12002
LOADING (Psf)
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5.0
LUMBER
TOP CHORD
BOT CHORD
WEBS
REACTIONS(tb) -
4X2DF'1800F 1.6E
4X2DF 1800F 1.6E
4X2DF Stud/Std
PISTES GRIP
Mil20 2201195
Weight: 174 lb FT = 0%F,10%E
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins' excepl
end verticals.
Riqid ceilinq directly applied or 6-0-0 oc bracing, Except:
10:0-0 oc biacing: AF-AG,AE-AF.
All bearings 0-5-8 except 0t=length) Z=0-3-8' AD=0-3-8'
Max Grav Arl reactions zso ro o",'iE"Jit i"i,itGl'"i."pino=503(Lc 5), z=1192(Lc 3), u=536(Lc Q' AD=1227(Lc
10)
FoRcEs(|b).Max.Comp./Max.Ten'-A||forces250(|b)or.|essexceptwhenshown.
Top cHoRD B-C=-1410/0, C-b=-i+rOlo, o-E:630/i0;E-F=-630/10, F-G=0/829, G-H=-1015/150'
H-l=-r or slr solri=-i oi sii'so, J-r=-r r 01 i0, K-L=-1 1 0 1 /0 ' L-M=0/1 'l 20' M-N=-1 06/752'
N-O=-1 06/752, O-P= -947 1217, P -Q=-947 t 217
BOT CHORD AF-AG=0/9e2, iE-nr=oii zsg, AD-AE=-829I0, AC-AD=-299I71 8' AB-AC=-1 50/1 01 5'
nn-na=-aorrzi)l;-:Ai-'s;i+\1,\'i=-tt2oto,x-Y=-217te47'w-x='217te47'Y-tN='217te47'
U-V=-321796
WEBS H-AC=-667/0, FAB=0/376, F-AD=-751l0' M-Z=-619/0' B-AG=-l07110-'.F-AF=0/453'
D-AE=-731i0, i.nE=oiisdo, o-no=-tzazlo, G.AC=0/874, L-Z=-1350/0, L-AA=0/794,
J-ne=-szolo, o-Y=-1180/0, M-Y=0/61 1' Q-u=-818/15
NOTES
tj UnOatanceO floor live loads have been considered,for this design'
zi aiipiii"" u* sx6 Mll20 unless olherwis€ 'lq""1l:!
elfl],!;f;,."i:"r:ffll5|":ffi,,""ffiiuilin!it66 rntu'nutionarResidentiarcode sections R502.11.1 and RE0210 2 and rererenced
., lt:ijff*StjfJltlongou"r", on edse, spaced at l0-0-0 oc and fastened to each truss with 3-10d (0 1 31" x 3") nails stronsbacks
' to-be attached to walls at their outer ends or restrained by other means'
5) CAUTION, Do not erect truss backwards
LOADCASE(S) Standard
, 2-5-12 ,0rSrE 2-0-0 Qr6'8-|._-
2x4 Mll20 ll
, 2-0-0 2-2-8 ,,1-10-4 ,
Scale = 'l:67.7
2x4 Mll20ll 2x4 Mll20ll
3xO Mll20 FP=
3xO Mll20=
DE
4x6 [i]il20 = 2x4 Mil20 ] l
2x4Mll20ll 3x4 Mll20=
3x6 Mll20 FP=
3xO Mll20=
L
AE AD
4x12 Mll20=
AC AB
4xO Mll20 -
3x0 Mll20 FP =
2x4 Mtl20ll
M
Z YX W V
2x4 Mll20 ll
3x6 Mll20 FP= 3x4 Mil20=
3x10lvll20=
F
I9l1
IF
s1l
3x10 Mll20=
3x4 l\41120=
17-0-0 18-1-8
SPACTNG 1-7-3
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in (loc) l/deflVert(LL) -0.17M-AB >934
Vert(TL) -0.2644-48 >622
Hoz(TL) 0.03 U n/a
Ud
360
240
nla
LoADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O,OBCDL 5.0
LUMBER
TOP CHORD
BOT CHORD
WEBS
REACTIONS
(tb) -
FORCES (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown.TOP CHORD B-C=-1410/0, C-D=-1410/0, D-E=-630/10, E-F=-630/10, F-G=0/829, G-H=-1007/.153,
H-l=-1007/153, l-J=-l007/153, J-K=-1084/0, K-L=-1084/0, L-M=AI1147. M-N=-971785.N-O=-97l785, O-P = -927 1288, P-Q=-927l288
BoT CHORD AF-AG=0/992, AE-AF=O/1259, AD-AE=-829/0, AC-AD=-300/712, AB-AC=-153/1007,
M-AB=-49/1200, Z-M=-961412,Y-7=-1147t0,X-Y=-288t927,W-X=-288t927,V-W=-288t927,
U-Y=-1421767
WEBS H-AC='666/0,1-AB=0/375,F-AD=-751l0,M-Z=-6i7tO,R-U=-26610,8-AG=-1071/0,
B-AF=0/453, D-AE=-731l0, F-AE=0/1396, G-AD=-1286/0, G-AC=0/872, t-Z--1352t0,L-AA=0/795, J-AB--s25/0, O-y=-1 168/0, M-y=0/608, e-U=-834/9
NOTES'1) Unbalanced floor live loads have been considered for this design.2) All plates are 3x6 Mll20 unless otheMise indicated.
3) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and R802.10.2 and referencedstandard ANSI/TPI 1.
4) Recommend2xostrongbacks,onedge,spacedatlo-0-0 ocandfastenedtooachtrusswith3-10d(0.131'X3") nails. Strongbacksto be attached to walls at their outer ends or restrained by other means.5) CAUTION, Do not erect truss backwards.
LOADCASE(S) Standard
'1-0-0 0-1
1-8,0-0-01, [O:0-1 [V:0-1-8,Edge 1 -8,Edgel,
PLATES GRIP
Mll20 220t195
Weight: 177 lb FT = 0%F, l}VoE
4x2oF18o0F16E i8f?il3-" structural woodsheathingdirecttyapptiedor6-0-0ocpurtins, excepr4 X 2 DF 1800F 1.6E end verticals.4 x 2 DF Stud/Std BoT cHoRD Rigid ceiling directty applied or 6-0-0 oc bracing, Except:
10-0-0 oc bracing: AF-AG,AE-AF.All bearings 0-5-8 except (jt=length) Z=0-3-8, AD=0-3-8.Max Grav All reactions 250 lb or less atjoint(s) except AG=503(LC 5), Z=1190(LC 3), U=630(LC 4\, AD=1227(LC10)
JOO
12-060982
russ
FLOS
rrus$ ryPg
FLOOR 1 1 Job Reference (optional)
lD:iOMQ6WeieAD00UJTks 01BOwnRT
,'t-104, 2-5-4,
2x4 Mll20 | | 3x4 N4ll20 ll
1-10-12,, 2-0-0 QrGB
2x4 Mll29ll 2x4 Mll20ll
3x10 Mll20= 3x4 Mll20= 3x4 Mll20=
q-l 1r4 0r'10r0
2x4 Mll20 ll 2x4 Mll20 ll
3x4 N,1ll20= 3x4 Mll20=
0rOr3
Scale = 1:68.9
2x4 Mll20 1l
3xO Mll20 FP=
3xO Mll20=
EF
AG AF
3x10 Mll20= 3x10 N/1120=
3xO Mll20 FP=
3x10 Mll20=
TYlqqql
AE AD AC
2x4 Mll20 il
3x10 Mll20= 3x4 lv1ll20=
3x6 Mll20 FP=
A/.ZY X W
2x4 Mll20 ll
3xO Mll20 FP= 3x4 Mll20:
AB
3x10 Mll20=
LoADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O,O
BCDL 5,0
LUMBER
TOP CHORD 4
BOT CHORD 4
WEBS 4
SPAC|NG 1-7-3
Plates Increase '1.00
Lumber lncrease 1.00
Rep Stress Incr YES
Code lRC2006/TP12002
csl
TC 0.64
BC 0.50
wB 0.62
(Matrix)
PI-ATES GRIP
Mll20 2201195
Weight: 183 lb FT = }loF, 10YoE
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
x2 DF 1800F 1.6E
x 2 DF 1800F 1.6E
X 2 DF Stud/Std
BRACING
TOP CHORD
BOT CHORD
REACTIONS All bearings 0-3-8 except (t=length) V=0-5-E, AH=0-5-8.
(tb)- MaxGrav AllreactionsZSOiUorlessaljoint(s)exceptAF=1387(LC10),AA=1319(LCa),V=a96(LCO),AH=s17(LC
6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOp CHORD C-D=4$i72o,O-E=443t720,E-F=011627, F-G=0/1634, G-H=-1240/0, H)=-124310,l-J=-1815/0, J-K=-1815/0,
K-L=-1521/0, L-M=-1521/0, M-N=0/12s2, N-O=-821904, O-P=-821904, P-Q=-936/294, a-R=-936/294
BOT CHORD AG-AH=4021475, AF-AG=-1225l0, AD-AE=0/1815, AC-AD=0/1815, AB-AC=0/1857, AA-AB=0/590, Z-AA=-125210,
Y -2=-2941 936, X-Y=-294l936, W-X=-2941936, V-W=46/796
WEBS B-AH=-27410. N AA=-630/0, C-AH=-5451275, C-AG=-372118, E-AG=0/978, E-AF=-736/0, G-AF=-1797/0, G-AE=011214,
IAE=-732|0, M-M=-1634/0, M-AB=0/1075, K-AB=-439/0, K-AC=-2531211,P-Z=-125210, N-Z=0/613, R-V=-800/61,
R-W=-273l159
NOTES
1 ) Unbalanced floor live loads have been considered for this design
2) All plates are 3x6 Mll20 unless otheMise indicated.
S; tnii truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSlffPl 1.
4) Recommend2xGstrongbacks,onedge,spacedatl0-0-0 ocandfastenedtoeachtrusswith3'10d(0.131'X3")nails. Strongbacks
to be attached to walls at their outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
, l.l:.
LOADCASE(S) Standard
, t j:. .
DEFL in (loc) l/defl Ud
Vert(LL) -0.18A8-AC >999 360
Vert(TL) -0.27AB-AC >762 240
Hoz(TL) 0.03 Y nla nla
l2-060982 FLO6
ype
FLOOR
ary
1
Job Reference (optional)
lD:jOMQ6WeieAD00UJTkTs 11 2011 MiTek lndustries, lnc. Fri Jun 01 08:SS;48 2012 F;\A'QOnnn ' '^t ^DE\ l\laDADa\ t^E60uu
,1-104,, 2-54 ,q'1 114 ,1-10-12 2-0-0 01618
2x4 Mn20 ll
0r10r0
Scale = 1;67.3
3x6 Mll20=
3x6 Mll20 FP=
UEts
3x6 l\41120 FP=3xO Mll20=
2x4 Mll20ll
NO
3x10 Mll20=3x10 Mll20=
M
2x4 Mll20ll
QR
TqlcyIF
ql-t
AG AF
3xO Mll20=
3xO Mll20=
2-2-12
AE AD
3x10 Mll20= 3x'10 Mil20=
ACABAA
2x4 N4ll20 li
3x10 Mll20=
3xO N4ll20 FP=
Y XW V U
3xO Mf 120 = 2x4 Mll2A I
3xO lvlll20=
3x6 l\41120 FP=
z
3x10 Mll20=
T
3xO Mll20=
SPAC|NG 1-7-3
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress lncr YES
Code 1RC2006ffP12002
DEFL in (loc) l/defl L/d
Vert(LL) -0.18 Z-AA >999 360
Vert(TL) -0.31 T-U >412 240
Hoz(TL) 0.03 I nla nla
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5,0
LUMBER
TOP CHORD 4X2DF 18OOF 1.6E
BOT CHORD 4X2DF 18OOF 1.6E
WEBS 4 X2 DF Stud/Std
PI.ATES GRIP
Mll20 220t195
Weight: 177 lb FT = 0%F,10%E
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, exceptend verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS All bearings 0-3-8 except (t=length) AF=0-5-8, T=0-5-8.(lb) - Max Uplift All uplift 100 lb ortess atjoint(s)AF
Max Grav ^All reactions 250 lb or less at joint(s) except AD=1 390(LC 1 0), Y=1 31 6(LC a), AF=51 6(LC 2), T=435(LC
ol
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD C'D=4421722,D-E=-4421722, E-F=0/1631, F-G=0/1638, G-H=-1247t0,H1=-1249t0, t-J=-1828/0, J-K=-1828/0,' - K-L=-1549/0, L-M=-1549 t0, M:-N=}t1221 , r.j-O=-r r Olezs, o-p=-1 10/8i6, p-o=-gaolzsz, Q-R=-980/257BOT CHORD AE-AF=4031474, AD-AE=-122810, AB-AC=0/1828, AA-AB=0/1828, Z-AA=}11877 ,Y-Z=0t623, X-Y=-1221t0, W-X=-257l980,, V-W=-257l980, U-V=-257l980, T-U=-23t821
WEBS B-AF=-27410, N-Y=-629l0, C-AF=-5411297, C-AE=-395/14, E-AE=0/979, E-AD=-737|0, G-AD=-1804/0, G-AC=011220,t-AC=-74110, M-Y=-1628/0, M-Z=Ah070,K-Z=-43410, K-AA=-260I206, P-X=-1266/0, N-X=0/609, R-T=-886/25,R-U=-255l1 73
NOTES
1 ) Unbalanced floor live loads have been considered for this desion.2) All plates are 3x4 Mll20 unless otherwise indicated.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 tb uplift at joint(s) AF.4) This truss is designed in accordance with the 2006 International Residential Code sectioniRs)2jl'.1anO ngo).iO.z and referencedstandard ANSI/TPI 1.
5) Recommend2xGstrongbacks,onedge,spacedatl0-0-0 ocandfastenedtoeachtrusswith3-10d(0.131"X3") nails. Strongbacksto be attached to walls at their outer ends or restrained bv other means.6) CAUTION, Do not erect truss backwards.
LOADCASE(S) Standard
rc. Fri Jun 01 08:55:51 2012 Pag€ 1
1 s7L5C€WUBAWOSTARPzAhKo
,1-10-4 , 2-r4 ,q-11+
2x4Mll20ll 3x4 Mll20 ll
sx6 Mll20 FP=
3x6 N,1il20=
DEF
AE AD
3x10 Niltl2o= 3x10 Mll20=
lD:jOMQoweieAD00UJTkT
,1-10-12,, 2-0-0 G7r8 a-s-0
3x6 Mll20 FP=
2x4 Mll20 ll 2x4 Mll20 ll 4x6 Mll20=
3x4 Ni1ll20= 4x6 lvlll2o= 2x4 Mll20 ll
JK
2x4 Mll20 ll
o PQ
3x4 Mll20 ll
, 2-0-0 ,, 2-3-12
2x4 Mll20 ll
3x4 Mll20=
S€le = 1:67.7
q
",1
IYlq!l-
AC AB AA
2x4 Mll20 ll
3x6 Mll20- 4xO Mll20=
3xO Mll20 FP=
ZY
4x6 Mll20=
VU
2x4 Mll20ll
3x10 Mll20=
3xO Mll20 FP=
3x4 Mll20=
DEFL in (loc) l/defl Ud
Vert(LL) -0.18 V-W >999 360
Vert(TL) -0.25 V-W >739 240
Hoz(TL) 0.02 T n/a nla
SPACING 1-7-3
Plates Increase 1.00
Lumber Increase 1.00
ReD Stress Incr YES
Code lRC2006/TP12002
0-1 -8,Edge , [L:0-2-:0-1-8,E [AB:0-1
PISTES GRIP
Mll20 2201195
Weight: 177 lb FT = lo/oF , 10o/oE
BRACING
ToPcHoRDStructura|Woodsheathingdirect|yapp|iedor6-0.0ocpur|ins'except
end verticals
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing'
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCI-L 0.0
BCDL 5.0
LUMBER
TOP CHORD 4X2DF 18OOF 1,6E
BOT CHORD 4X2DF 18OOF 1,6E
WEBS 4XzDFStud/Std
REACTIONS All bearings O-3-8 except (jt=length) AF=0-5-8' T=0-5-8
6b) - Max crav A1 reactions 250 tb or less at joint(s j except AD=1 166(LC 3), Z-1332(Lc a), AF=523(LC 2), T=596(Lc 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when l!o-y.l^ . .
Top cHoRD c-D=q2ol562,
'd -e=-tzoisal , e-r=u1447, F-G=0/1453, G-H=-690/458, H-l=-693/457, rJ=-707t684, J'K='7Q7t684'
K-L=ol144g,r--l,r+/7ao, M-N=0/780, N-o=.1659/0, o.P=-1659/LI Q=-1891/0' Q.R=-1891/0
Bor cHoRD AE-AF=-3zrr+do, Ao-Ai=-roozto, AC-AD=-505/5, A8-AC=-684/707, M-AB=-684/707,z-AA=-8651470'Y-z=-1414t0,
X-Y=0/763, W-X=0/763, V-W=0/1 891' U-V=0/1 891, T -U=01 1223
wEBS J-M=-431l0, e-xi=-z-iqto,t-z=-923i0, c-AF=-bbri/241, c-AE=-340/31, E-AE=0/926,E-AD='70710' G-AD=-1315/0'
c-Ac=0/775. inc=-oslzso, r-z=-j1g8;to, x-en=oteo+, p-w=-488/0, N-w=0/999, N'Y=-1517/0, L-Y=0/1026, R-T=-1320/0'
R-U=0/730
NOTES
1) Unbalanced floor live loads have been considered for this design
Z) Rtt ptates are 3x6 Mll20 unless otherwise indicated.
3) This truss is designed in aciordance with the 2006 International Residential Code sections R502.1 1 1 and R802 10 2 and referenced
standard ANSlffPl 1
4)Recommend2x6strongbacks,onedge,spacedatl0-0-0 ocandfastenedtoeachtrusswith3-10d(0.131'X3")nails Strongbacks
to be attached to walls at their outer ends or restrained by other means'
5) CAUTION, Do not erect truss backwards.
LOADCASE(S) Standard
12-060982
I russ
FLOT
I russ I yPe
FLOOR Job Reference (ootional)
lD:jOMQOWeieAD00U
2-5-4T-_
0-9-0
S6.0 ,2-0-0,,2-3:t2
SRO
3x'10 lvll2o= 2x4 Mll20 li 3x4 Mll20=
S€le = 1 53.8
2x4 lVll20 I1
3x6 Mll20 FP =
4xg Mll20=
3x4Mll20 ll 3x6Mil20= 2x4Mil201 3x4[4il20= 2x4Mil20 ll 3x6Mil20= 2x4Mil20 ll 3x6N/il20= 2x4Mil20 ll 3x4Mll20= 2x4M|2011 3x6Mll20= 3x4Mll20 I
J{1
lql1l-
z
3xO Mll20=3x10 Vlll20=
X W VU T
3x4 N.4ll20= 2x4 Mll20 ll 3x4 Mll20-
3xO Mll20 FP-
4x8 Mll20=
P
3xO l\.41120=
4xO Mll20=
9-10-8 10,0-0 ;12-0-0 15-3-12 , 23-10-8 24-10-8 26tQ-0 31-0-0
DEFL in (loc) l/defl L/d
Vert(LL) -0.42 X-Y >432 360
Vert(TL) -0.67 X-Y >273 240
Hozol) 0.06 P nla nla
SPAC|NG 1-7-3
Plates lncrease 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Code lRC2006/TP12002
1 1-0-0
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5.0
PI"ATES GRIP
Mlt20 220t195
Weight: 139 lb FT = 0%F , 10%E
LUMBER BRACING
TOPCHORD 4X?DF 1800F1.6E-Except* TOPCHORD Structural woodsheathingdirectlyappliedor2-2-Qocpurlins, except
11: 4 X2 DF 2400F 2.0E end verticals.
BOT CHORD 4 X2 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 4x2DFStud/Std
REACTIONS (lb/size) U=1545/0-3-8 (min.0-1-8), 2=570/0-5-8 (min.0-1-8), P=589/0-5-8 (min.0-1-8)
Max GravU=1545(LC 1), Z=635(LC 2), P=599(LC a)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-206210, C-D=-206210, D-E=-1633/385, E-F=-1633/385, F-G=011182, G-H=011182, H1=01777, l-J=01777,
J-K=-1687/0, K-L=-1687/0, L-M=-1907/0, M-N=-1907/0
BOT CHORD Y-Z=011330,X-Y=012221, W-X=-385/1633, V-W=-385/1633, U-V=-1467/0, T-U=-1461/0, S-T=0/795, R-S=0/1907,
Q-R=0/1 907, P-Q=0/1 230
WEBS F-w=A1271, H-U=-1394/0, 8-Z=-143510, B-Y=0/793, D-X=-918/0, F-v=-216910,G-Y=-481279, H-V=0/610, L-S=4E1l0,
J-S=0/1 002, J-T=-1 51 3/0, H-r =ol 1 027, N-P=-1 328/0, N-Q=0/740
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1,1 and R802.10.2 and referenced
standard ANSI/TPI 1.
3)Recommend2x6strongbacks,onedge,spacedatl0-0-0 ocandfastenedtoeachtrusswith3-10d(0.131"X3")nails. Strongbacks
to be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
LOADCASE(S) Standard
l2-060982 FLOS
rruss ryPc
FLOOR
JIY
iob Reference (oDtional)
s Mayl1 zul1 Mrtek hdustnes, Inc. Fn Jun 01 08:55:532012 Paoe'ljzAhf l-yf PoTs4XqQJKxATTlq ?F65ChoQopvsTosmvHWizAh K4
2-54 0-10-12, 2-0-O ,, 2-3-12rr -
3x4 Mll20=
3x4 l\41120=3xO Mll20=
Scale = 1:27.3
2x4 lvll2o ll
.l{I
It{l-
3xO Mll20=3x'10 Mll20=3xO N/1120=
10-10-0
SPAC|NG 1-7-3
Plates Increase 1.00
Lumber lncrease 1.00
Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in (loc) l/defl
Vert(LL) -0.28 K-L >674
Vert(TL) -0.41 K-L >452
Hoz(TL) 0.05 | nla
Ud
360
240
nla
LoADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5,0
LUMBER
TOP CHORD 4 X2 DF 18OOF 1.6E
BOT CHORD 4X20F 1800F 1.6E
WEBS 4 X2 DF Stud/Std
REACTIONS (lb/size) M=685/0-3-8 (min. 0-1-8), l=685/0-5-8 (min. 0-1,8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=-2300/0, C-D=-2300/0, D-E=-2380/0, E-F=-2380/0, F-G=-2380/0
BOT CHORD L-M=01 1 443, K-L=0/25s1, J-K=0/2380, l-J=O/ 1438
PUTES GRIP
Mll20 220t195
Weight: 71 lb FT = 0%F,10%E
Structural wood sheathing directly applied or 6-0-0 oc purlins, exceptend vertrcals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
BRACING
TOP CHORD
BOT CHORD
WEBS
NOTES
F-J=-318/0, B-M=-1558/0, B-L=0/928, D-L=-32710. D-K=-399/167, G-l=-1553/0. G-J=0/1053
1 ) Unbalanced floor live loads have been considered for this design.
2) This truss is designed in accordance withthe 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 13)Recommend2xOstrongbacks,onedge,spacedatl0-0-0 ocandfastenedtoeachtrusswith3-10d(0.131'X3')nails. Strongbacksto be attached to walls at their outer ends or restrained bv other m6ans.
LOADCASE(S) Standard
J9p
12-060982
| russ
FLO9
| russ rype
FLOOR
JIY
]1
Job Reference (optional)
, 1-9-0 l, 2-0-0 l, 1-11-4 I P:99, 2-s4 I
lD:jOMQOWeieAD00UJTk
PON
3xO N/|120 FP=
3x10 Mll20 = 2x4 Mll20 I I
, 2-0-0 ,, 2-3-12
Scale = 1:38.0
3x4 Mll20 ll 3x4 Mll20=
B
3x4 Mll20=
2x4 Mll20 l1
3x6 Mll20 FP=
4x6 Mll20=
DE
J
{1
T"lqt-
3x6 Mll20= 2x4 Mll20 ll 2x4 Mll20
M
3x6 Mll20=3x6 Mll20=
4x6 Mll20=
DEFL in (loc) l/defl Ud
Vert(LL) -0.22 N-P >853 360
Vert(TL) -0.32 N-P >584 240
Hoz(TL) 0.03 L nla nla
SPACING 1.7-3
Plates lncrease 1.00
Lumber Increase 1.00
Reo Stress Incr YES
Code lRC2006/TP12002
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5.0
LUMBER
TOP CHORD 4X2DF 18OOF'1.6E
BOT CHORD 4X2DF l8OOF 1.6E
WEBS 4X2DF Stud/Std
PITTES GRIP
Mll20 2201195
Weight: 99 lb FT = 0%F, 10o/oE
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepl
end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing'
REACTTONS (lb/size) U=12410-5-8 (min.0-1-8), R=1163/0-3-8 (min.0-1-8), L=625/0-5-8 (min 0-1-8)
Max UPliftU=-67(LC 3)
Max GravU=226(LC 2)' R=1164(LC 5)' L=633(LC 4)
FORCES (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when thgry! --^
Top cHoiD' B-c=-zs6i2ga,c-D=0/975, o-E=olzzo, e-r=at276,F-G=-2001/0, G-H=-2001/0, H-l=-2096/0' l-J=-2096/0
eor CUORO T-U=-298/256, S-f=-lSAl25O, R-S=-298l256, Q-R=-943/0, P-Q=0/1180, O-P=0/2096, N-O=0/2096' M-N=0/2096'
L-M=O/131 3
WEBS t-M=-25410, D-R=-812l0, B-U=-2911338, C-R=-961/0, H-P=-412r76, G-P=-259/0, F-P=0/918, F-Q=-1418/0, D-O=0/1056'
J-L= -1 417 I 0. J-M=0/855
NOTES
1) Unbalanced floor livo loads have been considered for this design.
2i proviOe mechanical connection (by others) of truss to bearing plate capable of withstanding-67-lb uOtlft at,iotnt .U^ . ^ ^
3) This truss is designed in accordance with ihe 2006 Internatio-nal Residential Code sections R502.1 1 .1 and R802'10.2 and referenced
standard ANSI/TPI 1.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.1 31' X 3") nails. Strongbacks'
to be attached to walls at their outer ends or restrained by other means
5) CAUTION, Do not erect truss backwards.
L9ADCASE(S) Standard
12-060982
I tuss
FLlO
I ru-r I yPg
FLOOR
Job Reference (ootional)
I D:jOMQOWeieAD00UJTkTd(/.25u s Mayl1 zul1 Mtektndustries, Inc. Fn Jun01 06:55:5520't2 paoe
r4jzAhfl-u 1 )€XY5nM1 Z2AUHrP51 jCWH5UDYqQ?NSJ4ROaazAIrK
J
{.:l
, 2-54
3xO Mll20=
0-104p-10-q
3x6 N4ll20 FP=
4xB Mll20-
2x4 Mll20 11 2x4 N/1120 ll
, 2-0-0 ,, 2-3-12
3x4 Mll20=
Smle = 1:38.0
3x4 Ni1ll20 | |
I"lq'l-
3x4 Mll20 ll
4x6 Mll20= 4x8 Mil20=
3xO N4ll20 FP=
3x10 Mfl20= 2x4Mll20 |
3xO Mll20=
17-0-06-2-12 14-10_8 11S10_8116_10_8r i 22_O-O ,r- ' 1-o-0 , 1-o-0 ,, s-o-o
SPAC|NG 1-7-3
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in (loc) l/defl Ud
vert(Ll) -0.15 N-P >999 360
Vert(TL) -0.21 N-P >899 240
Hoz(TL) 0.02 L nla nla
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O.OBCDL 5.0
LUMBER
TOP CHORD 4X2DF l8OOF 1.6E
BOT CHORD 4X2DF 18OOF 1,6E
WEBS 4 X2 DF Stud/Std
REACTIONS (lb/size) T=-50/0-5-8 (min. 0-1-8), R=1399/0-5-8 (min
Max UpliftT=-234(LC 3)
Max GravT=175(LC 2), R=1399(LC 1), L=568(LC 3)
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, excepl
end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
0-1-8), L=564/0-5-8 (min. 0-1-8)
PI-ATES GRIP
Mll20 220t195
Weight: 101 lb FT = 0%F,IOYoE
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD B-C=0/1399, C-D=0/1399, D-E=011127,E-F=011127, F-G=-1393/0, G-H=-1393/0, H-l=-1731/0. l-J=-'l731l0
BOT CHORD 5-T=-652/192, R-S=-1866/0, Q-R=-1866/0, P-Q=0/434, O-P=011731, N-O=0/1731, M-N=0/1731, L-M=0/1152WEBS D-R--1413/0, B-T=-2A71704, B-S='995/0, D-S=0/821, H-P=-508/0, F-P=0/1049, F-Q=-1564/0, D-Q=0/1126, J-L=-124410,
J-M=0/638
NOTES
1 ) Unbalanced floor live loads have been considered for this design.
2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint T.
3) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
slandard ANSI/TPI 1.
4)Recommend2x6strongbacks,onedge,spacedatl0-0-0 ocandfastenedtoeachtrusswith3-10d(0.131"X3")nails. Strongbacksto be attached to walls at their outer ends or restrained by other means.
5) CAUTION, Do not erect lruss backwards.
LOAD CASE(S) Standard
lD: jOMQOWeieADO0UJTkT 5xlu6PTLhuoesl zoY
, 1-0-12 | 2-G0 I ' 2-3-12 I
Scale = 1:27.6
3x6 N.4ll20=
B
2x4 Mll20 ll
L
3x10 Mll20=
3x4 Mll20= 2x4 Ni1ll20 ll
1l{l-
j
l
K
3x4 Mll20=
1 1 -0-0
DEFL in (loc) l/defl Ud
Vert(LL) -0.30 K-L >640 360
Vert(TL) -0.44 K-L >427 240
Hoz(TL) 0.05 | n/a n/a
SPACTNG 1-7-3
Plates Increase 1.00
Lumber Increase 1.00
Reo Stress Incr YES
Code lRC2006/TP12002
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O,O
BCDL 5.0
LUMBER
TOPiCHORD
BOT CHORD
WEBS
4X2DF 1800F 1.6E
4X2DF 1800F 1.6E
4X2DF Stud/Std
PIjTES
Mil20
Weight: 71 lb F-t = 0%F,10%E
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins' except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing'
REACTIONS (lb/size) M=693/0-5-8 (min. O-1-8), l=693/0-5-8 (min 0-1-8)
FoRcEs(|b)-Max.Comp./Max.Ten'-A||forces250(|b)or'|essexceptWhen-shown'
ioF-Cnbip' e-c=-zssdlo, c-D=-2336/0, D-E=-2424,t0, E F=-2424t0, F-G=-2424t0
eOr CFtOnO L-M=0/1462, K-L=0/2606, J-K=012424, l'J=01 I 457
wEBS F-J=-32s/0, a-M-=-iS-irto,b-L=0/946, D'L=-328/0, D-K=-39s/170,G-l=-157210' G-J=0/1079
NOTES
1 ) Unbalanced floor live loads have been considered for this design
2)This truss is designed rn accordincewith the 2006 tnternationa"t Residential code sections R502.11.1 and R802.10 2 and referenced standard ANSI/TPI 1
3)Recommend2x6strongbacKs,onedge,spacedat'10-0-o ocandfastenedtoeachtrusswith3-10d(0 131"X3")nails' Strongbacks-'
to be attached to walls;t their outer ends or restrained by other means'
LOAD CASE(S) Standard
3x4 Ml2rlll 1-G13 rra rl,rrrro= 2-$4 [rx4 Ml20 il
Scale = 1:8.5
3x6 fvlll20=3x0 Mll20 =
9-1-9 r 1-91 r' 0-3-0 ' 4-3-1
SPAC|NG 1-7-3
Plates Increase 1.00
Lumber Increase 1.00
Reo Stress lncr YES
Code lRC2006/TP12002
DEFL in (loc) l/defl Ud
Vert(LL) 0.00
Vert(TL) -0.06 D-E >909 240
Hoz(TL) 0.00 D n/a nla
LOADING (psf)
TCLL 40.0
TCDL 10.0BCLL O.O
BCDL 5.0
LUMBER
TOP CHORD 4X2DF 18OOF 1.6E
BOT CHORD 4 X2 0F 1800F 1.6E
WEBS 4 X2 DF Stud/Std
REACTIONS (lb/size) E=187/Mechanical, D=187/Mechanical
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
WEBS B-E=-251l0
NOTES
1 ) Refer lo girde(s) for truss to truss connections.
2) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1 .1
3)Recommend2x6strongbacks,onedge,spacedatl0-0-0 ocandfaslenedtoeachirusswith3-10d(0
ends or restrained by other means.
LOAD CASE(S) Standard
PI.ATES GRIP
Mll20 220t195
Weight: 23 lb FT = 0%F,
Structural wood sheathing directly applied or 4-6-1 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracrng.
and R802.10.2 and referenced standard ANSlffPl 1.
.131'X 3') nails. Strongbacks to be attached to walls at their out6r
10%E
BRACING
TOP CHORD
BOT CHORD
| 2-5-4 l, 14_0 l, 1_0-8 |
Scale = 1:14.7
3x4 Mll20 |
E
L
sPACtNc 1-7-3Plates Increase 1.00Lumber Increase 1.00Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in (toc) t/defl
Vert(LL) -0.04 F-G >999
Vert(TL) -0.06 F-G >999
Hoz(TL) 0.01 F nta
Ltd
360
240
nla
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5.0
LUMBER
TOP CHORD 4 X 2 DF 18OOF 1.6E
BOT CHORD 4X2DF 18OOF 1.6E
WEBS 4X2DFStud/Std
REACTIONS (lb/size) t=341/0-3-8 (min. 0-1-S), F=341/0_3-8 (min. 0-1_8)
IgIcJl jl!) - !a1. cqlq /{a1, Ten, - Ail forces 250 (tb) or tess except when shownTOP CHORD B-C=-622t0, C-D--62ZIA
BOT CHORD H-t=01622, G-H=0t622, F-G=0/s98WEBS
NOTES
D-F=-646/0, B-l=-669/0
PI.ATES GRIP
Mil20 220t195
Weight: 38 lb FT = 0%F. j},/oE
:lrJit#fl1i,:* sheathins direcfly apptied or 6-0-0 oc purtins, excepr
Rigid ceiling directly applied or 10-0-O oc bracing.
and R802.10.2 and referenced standard ANSI/Tpl 1..131'X 3") nails. Slrongbacks
BRACING
TOP CHORD
BOT CHORD
1 ) Unbalanced floor live loads have been considered for this oestgn.2) This truss is designed in accordance with the 2006 International Residential Code sections R502..11.13) Recommend 2x6 shongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0to be attached to walls at their outer ends or restrained by other means.
LOADCASE(S) Standard
,::
Scal6 = 1:27.6
J
{1
l"l=
R
3x4 Mll20 ll
lrta offsets lX Yl lA:Edoe 0-1-81. tR:Edoe.0-1-t
LoADING (psf)
rcLL 40.0
TCDL 10.0
BCLL O,O
BCDL 5.0
SPACING 1-7-3
Plates lncrease 1.00
Lumber lncrease 1.00
Rep Stress Incr NO
Code lRC2006/TP12002
csl
TC 0.13
BC 0.02
wB 0.04
(Matrix)
DEFL in (loc) l/defl Ud
Vert(LL) nla - nla 999
Vert(TL) nla - nla 999
Hoz(TL) 0.00 J n/a nla
PIATES GRIP
Mtl20 2201195
Weight: 57 lb FT = QohF,10%E
LUMBER BRACING
TOP CHORD 4X2DF 18OOF 1.6E TOP CHORD
BOT CHORD 4X2DF'18OOF 1.6E
WEBS 4 x2DF Stud/Std BOT CHORD
OTHERS 4x2DF Stud/Std
REACTIONS Allbearings'16-0-0.(lb) - Max Grav All reactions 250 lb or less at joint(s) R' J' Q' P' O' N' M' L' K
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown'
NOTES
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1) All plates are 2x4 Mll20 unless otheruise indicated.
2) Gable requires continuous bottom chord bearing'
3i Truss to lie fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 2-0-0 oc.
5i This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and R802 10 2 and referenced
standard ANSI/TPI 1.
Ol ne"omrunO jx6strongbacks,onedge,spacedatl0-0-0 ocandfastenedtoeachtrusswith3-10d(0.131'X3")nails Strongbacks
to be attached to walls at their outer ends or restrained by other means.
LOADCASE(S) Standard
3x4 Mll20=
6x8 Mll20= 4x12 Mll20=
ABC
Scale = 1:16.4
3x4 Mll20 ll
I
l
tr
3x4 Mll20 ll
SPAC|NG 1-7-3
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr NO
Code lRC2006/TP12002
DEFL in (loc) l/defl L/d
Vert(LL) nla - nla 999
Vert(TL) nla - nla 999
Hoz(TL) -0.00 H nla nla
LoADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O,O
BCDL 5.0
LUMBER
TOP CHORD 4X2DF 18OOF 1.6E
BOT CHORD 4 X 2 DF 18OOF 1.6E
WEBS 4X2DF Stud/Std
OTHERS 4X2DF Stud/Std
REACTIONS All bearings 9-0-0.
(lb)- Max Grav All reactions 250 lb ortess atjoint(s)M, H, L, K, J, I
FORCES (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown
NOTES
PLATES GRIP
Mll20 220t195
Weight: 50 lb FT = lohF, llokE
Struclural wood sheathing directly applied or 9-0-0 oc purlins, excepl
end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
BRACING
TOP CHORD
BOT CHORD
1) All plates are 2x4 Mll20 unless olherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).4) Gable studs spaced at 2-O-Q oc.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/Tpt 1.6) Recommend2xGstrongbacks,onedge,spacedatl0-0-0 ocandfastenedtoeachtrusswith3-10d(0.131"X3')nails. Strongbacksto be atlached to walls at their outer ends or restrained by other means.7) CAUTION. Do not erect truss backwards.
LOAD CASE(S) Standard
Smle ='l:11.2
3x4 N4ll20 ll 2x4 Mll20 ll
B
2x4 Mll20 ll 3x4 Mll20 ll
6-0-0
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5,0
SPAC|NG 1-7-3
Plates Increase 1.00
Lumber Increase 1.00
Reo Stress Incr NO
Code lRC2006/TP12002
DEFL
Vert(LL)
Vert(TL)
Hoz(TL)
tn
n/a
nla
0.00
(loc)
E
l/defl L/d
nla 999
nla 999
nla nla
PLATES GRIP
Mlf20 2201195
Weight: 24 lb FT = O%F,10%E
LUMBER
TOP CHORD 4X2DF 18OOF 1.6E
BOT CHORD 4X2 DF 18OOF 1.6E
WEBS 4X?DF Stud/Std
OTHERS 4X2DF StUd/Std
REACTIONS All bearings 6-0-0.
(lb)- MaxGrav All reactions 250 lborless atjoint(s) H, E' G' F
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, excepl
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown'
NOTES
1) Gable requires continuous bottom chord bearing
ii i;; 166; i;rrv iniati'eo rrom one face or sec;rely braced against lateral movement (i e. diagonal web)
3) Gable studs spaced at 2-0-0 oc.
4) This truss is designed in accordance with the 2006 lnternational Residential Code sections R502.1 1 .1 and R802.1 0'2 and referenced standard ANSI/TPI 1 '
5) Recommend 2x6 strongoacks,;; ;g;, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.1 31" X 3") nails' Strongbacks
to be attached to walls at their outer ends or restrained by other means'
LOADCASE(S) Standard
oo
l-
^l
@EOc
<
6aE
O!
O
a
O.--
O(_)
(J
CN
fn
tll
frl
I
t2-060981
I tusl
GRO,l
rruss rype
COMMON
Job Reference (optional)
7 syayID 'I svtsE-
1 1-3-0
3-9-0 3-9-0
Scale = 1:37.3
5x8 tilll2o ll
5.oo FZ 3x10 Mll20:-
E
q{
!
MK N
10x12 N4ll20H= LUS24
LUS24
OJP
12x12Mll20=
IR
12x12Mll20=
LU526
n
10x12 Mll2oH=
LUS26
TU
LUS26 6x12 Mll20=
LUS26LUS24
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code lRC2006/TP12002
DEFL in (loc) l/defl Ud
Vert(LL) -0.16 H-l >999 360
Vert(TL) -0.24 H-l >999 240
Hoz(TL) 0.06 G n/a nla
Wind(LL) 0.09 H-l >999 240
LOADING (psf)
TCLL 30.0
TCDL 7.O
BCLL O.O
BCDL 7,O
LUMBER
TOP CHORD 2 X6 DF SS
BOT CHORD 2 X 10 DF SS
WEBS 2X4DF Stud/Std*Except.
W1:2X4 DF 1800F 1.6E
REACTIONS (lb/size) 4=3208/0-5-8 (min. 0-3-7), G=4739/0-5-8 (min. 0-5-1)
Max HozA=-62(LC 6)
Max UpliftA=-914(LC 5), G=-1176(LC 6)
BRACING
TOP CHORD Sheathed or 2-11-12 oc ourlins.
BOT CHORD Rigid ceiling directly applied or 8-6-15 oc bracing
PI-ATES GRIP
Mll20 2201195
Mll2oH 165t146
Weight: 169 lb Ff = 2Qo/o
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
FORCES (lb) - Max. Comp./Max. Ten. 'All forces 250 (lb) or less except when shown.
TOP CHORD A-8=-6190/1479, B-C=-6087/1492, C-D=-5515/1380, D-E=-5908/1a97, E-F=-7190/1820, F-G=-7289/1806
BOT CHORD A-L=-1 339/5470, L-M=-1 339/5470, K-M=-1 339/5470, K-N=-1 24315255, N-O=-1 24315255, J-Q=-124315255, J-P=-97814334,
P-Q=-978/4334, l-Q=-978/4334, l-R=-1331/5759, R-S=-1331/5759, H-S=-1331/5759, H-T=-1568/6451, T-U=-1568/6451,
G-U=-1568/6451
WEBS D)=-70212656, E-l=-835/298, E-H=-36211332, F-H=-76l480, D-J=-44311784, C-J=-495/197, C-K=-132ls58,
B-K=-491390
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; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will flt between the bottom chord and any other members.
6)'Fr.ovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=lb)A=914, G=1176.
7) ThiS truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSI/TPl 1.
8) Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at
0-2-12 lrom the left end to 12-0-12 to connect truss(es) S02A (1 ply 2 X 4 DF) to back face of bottom chord.
9) Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at
14-Q-12 frcm the left end to 21-10-12 to connect truss(es) T0 1 D (1 ply 2 X 4 DF) to back face of bottom chord.
10) Fill all nail holes where hanger is in contacl with lumber.
11) Hange(s) or otherconnection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 16 lb up at
22-3-4onbotlomchord. Thedesign/selectionofsuchconnectiondevice(s)istheresponsibilityofothers.
12) ln 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) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: A-D=-74. D-G=-74. A-G=-14
':
Continued on page 2
LQADCASE(S) Standard
Concentrated Loads (lb)
, Vert: A=172(B) G=-116 H=-714(B) L=-a16(8) M=-a16(8) N=a16(B) O=-a16(B) P=-a16(B) a=a16(8) R=-71a(B) S=-71a(B) T=-714(B) U=-714(B)
5x6 Mll20=
Scale = 1:66.5
iafl
SPACING 2-O-O
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code lRC2006/TP12002
DEFL in (loc) Udefl L/d
Vert(LL) nla - nla 999
Vert(TL) nla - nla 999
Hotz (TL) 0.01 U n/a ^la
LoADING (psf)
TCLL 30.0
TCDL 7.O
BCLL O.O
BCDL 7.O
LUMBER
TOP CHORD 2 X 4 DF 18OOF 1.6E
BOT CHORD 2 X 4 DF 18OOF 1.6E
OTHERS 2X4DF Stud/Std *Except*
ST9:2 X4 DF 1800F 1.6E
REACTIONS All bearings 38-2-8.
(lb) - Max HozA=-101(LC 6)
PI-ATES GRIP
Mll20 22Qt195
Weight: 205 lb FI = 20o/o
BRACING
TOP CHORD Sheathed or 6-0-0 oc ourlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
MiTek recommends that Stabilizers and required cross bracinq
be installed during truss erection, in accordance with Stabilizer
Max Uplift All uplift 100 lb or less at joint(s) A, AF, AH, Al, AJ, AK, AL, AM, AD, AB, AA, Z, y, X, W excepr
AN=-104(Lc 5), V=-1oa(Lc 6)
Max Grav All reactions 250 lb or less al joint(s) A, AE, AF, AH, At, AJ, AK, AL, AM, AD, AB, AA, Z, y, X, W, U
except AN=280(LC 9), V=280(LC 10)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less 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=4.2psf; h=25ft Cat. ll; Exp C; enclosed; MWFRS (low+ise) gable end zone;
cantilever left and right exposed ; Lumber DOL='1.33 plate grip DOL=1.33
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard IndustryGable End Details as applicable, or consull qualified building designer as per ANSUTPI 1.
4) All platos are 2x4 Mll20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) 1. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widewill fit between the bottom chord and any other members.
9).Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A, AF, AH, Al, AJ,: iAK, AL, AM, AD, AB, AA, Z, Y, X, W except (t=lb) AN=104, V=104.
10).This truss is designed in accordanco with the 2006 lnternational Residential Code sections R502.11.'l and R802.10.2 and' :referenced standard ANSI/TPI 1 .
LOADCASE(S) Standard
JO0
12-060981
I tuss
GEO2
russ rype
GABLE
uty
Job R6ference (optional)
iluAHu rALLsr' ru^nv rALLr' 'u oriv' lD:iasuo5bwchetMz6ccEE20DzAiRj-vdc2uoM9g2vaLl6H6qrlavoHYuFqL/MeE' il:EZ ' 'fi*8 '
S€le = 1:43.7
4x6 Mll20=
I+
RQ
3x4 Mll20=
DEFL in (loc) l/defl Ud
Vert(LL) nla - nla 999
Vert(TL) nla - n/a 999
Horz(TL) 0.00 M n/a nla
Plates lncrease 1.15
Lumber Increase 1.15
Reo Stress Incr NO
Code lRC2006/TP12002
24-11-0
LOADING (psf)
TCLL 30.0
TCDL 7,0
BCLL O,O
BCDL 7,0
LUMBER
TOP CHORD 2X4DF 1800F 1.6E
BOT,CHORD 2X4DF l8OOF 1.6E
OTHERS 2X4DF Stud/Std
PIATES GRIP
Mrl20 2201195
Weight:111 b Ff=20%
Sheathed or 6-0-0 oc Purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing
Miftf,-recoffi ;nAsthdSatabilizersandrequiredcrossbracing
be installed during truss erection, in accordance with Stabilizer
REACTfONS All bearings 24-11'0.
(lb) - Max Hoz A=66(LC s)
Max Uplift All u'plift 1bO lb or less at joint(s) A, M, U, V, W, X, Y' S' Q' P' O' N-
Max Giav All reactions 250 lb or less at joint(s) A, M, T, U, V' W' X' Y' S' Q' P' O' N
FoRcEs(|b)-Max'Comp./Max.Ten..A||forces250(|b)or|essexceptwhenshown'
NOTES
1 ) Uribalanced roof live loads have been considered for this design'
2) Wind: ASCE 7-05; 90mpn; TCDL=+.2psf; BCDL=4.2pst; n=i-sft cat. il; Exp C; enclosed; MWFRS (low+ise) gable end zone; cantilever left and right exposed : Lumber
: DoL=t.33 plate grip DoL=1'33
3).Trussdesignedforwindtoadsintheplaneofthetrussonly. For,studsexposedtowind,(normal totheface),seeStandardlndustry' Gable End betails as applicabte, or consult qualified building designer as per ANsv ll'l 1.
4) All ofates are 2x4 Mll20 unless otherwise indicated
5i Gable requires continuous bottom chord bearing
6) Gable studs sPaced at 2-0-0 oc.
;i ili;il;;;"-rT;;n J"rign"Jfor "
10,0 psf botto,m chord live load nonconcurrent with anv other live loads.
g) , This truss has been desrgned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members'
9) provide mechanicat connection (byothers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A' M, U' V' W' X' Y
,s,o,P,O,N.
10) This truss is designed in accordance with the 2006 International Residential Code sections R502 11.1 and R802 10 2 and
referenced standard ANSI/TPl 1
LOAD CASE(S) Standard
BRACING
TOP CHORD
BOT CHORD
4xO Mll20=
Scale = 1120.3
I';]Ylo
3x4 N4ll20=
3x4 Mll20=
SPAC|NG 2-0-0
Plates Increase '1.15
Lumber Increase 1.15Rep Stress Incr NO
Code lRC2006/TP12002
DEFL in (toc) l/defl LldVert(LL) nla - nla 999Vert(TL) nla - nla 999Hoz(TL) 0.00 G n/a nta
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL O,O
BCDL 7.O
LUMBER
TOP CHORD 2 X 4 DF 18OOF 1.6E
BOT CHORD 2X4DF 18OOF 1,6EOTHERS 2X4DFStud/Std
REACTIONS All bearings 12-5-0.
i (lb) - Max Hoz A=-33(LC 6)
lr4"* Uptift Ail uptift 100 tbortessatjoint(s)A, G, J, K, L, t, H. MaxGrav All reactions250lborlessatjoint(s)A, G, J, K, L, l, H
FoRcEs (lb) - Max. comp./Max. Ten. - Ail forces 250 (lb) or ress except when shown,
NOTES
BRACING
TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD Rigid ceiting directly apptied or 10-0-0 oc bracing.
PTATES GRIP
Mll20 220t195
Weight: 45 b Ff = 20o/o
MiTek recommenos that Staoiti@
be installed during truss erection, in accordance with Stabilizer
1 ) Unbalanced roof live loads have been considered for lhis oesrgn.',
YJllffa"r:J,Jffit#lj,13r"L=4.2psf; BCDL=4'2psr; h=25i; cat. ll; Exp c; enclosed; MWFRS (tow+ise) gabte end zone; cantitever tefr and rishr exposed ; Lumber
3) Truss designed for wind loads in the plane of the truss only. For.studs exposed to wind (normal to the face), see standard Industry., Gable.End Detaits.as-applicable, or consult qualified building designer as ier nrusurFl't'.4) All pfates are 2x4 Mll20 unless otherwise indicated.5) Gable requires continuous bottom chord bearino.6) Gable studs spaced at 2-0-0 oc.
1l J1,,:.!tyt. has been designed for a 10.0 psf bottom chord live road nonconcurrent with any other tive toads.d) " I nls truss has been designed for a. live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-O widewill fit between the bottom chord and any other memliers.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 tb uplift at joint(s) A, G, J, K, L, l, H.10) This truss is designed in accordance with the 2006 lntematioiral Resibentiat code;;;ti;n" Rs02.1 1..1 and R802.10.2 ano
_ referenced standard ANSI/TPI 1 .
LOAD CASE(S) Standard
Scale = 1:20.3
4xO Mll20=
I5IYl9
3x4 Mll20=3x4 Mll20=
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL O.O
BCDL 7.O
SPAC|NG 2-0-0
Plales lncrease 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code 1RC2006ffP12002
GRIP
2201195
FI = 20o/oWeight: 45 lb
LUMBER
TOP CHORD 2X4DF 18OOF 1.6E
BOT CHORD 2X4DF 1800F 1.6E
OTHERS 2X4DFStud/SId
REACTIONS All bearings 12-5-0.
(lb) - Max HozA=-33(LC 6)
Max Uplift All uplift 100 lbortess atjoinr(s)A, c, J, K, L, t, H
Max Grav All reactions250 lborlessatjoint(s)A, c, J, K, L, l, H
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05i 90mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low+ise) gable end zone: cantilever left and right exposed ; LumberDOL=1 .33 plate grip DOL=1.33
3) -Iruss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard IndustryGable End Details as applicable, or consult qualified building designer as per ANSI/Tp| 1 .4) Af l plates are 2x4 Mll20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) Gable stuhs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.8) ' T_his lruss has been designed for a. live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widewill fit between lhe bottom chord and any other members.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uptift al joint(s) A, G, J, K, L, t, H.10) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 i .1 ani RAoZ. t 0.Z.anoreferenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
BRACING
TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly apptied or 10-0-0 oc bracing
recommends that Stabilizers and [equired cross bracing
be installed during truss erection, in accordance with Stabilizer
DEFL in (loc) l/defl Ud
Vert(LL) nla - nla 999
Vert(TL) nla - nla 999
Hoz(TL) 0.00 G n/a nla
sx8 Mll20=
Scale = 'l:34.4
lrylol5
6x16Mll2oa
iets (X.Y): tH:0-5-8,0-9{
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL 0,0 -
BCDL 7.0
SPACING 2-0-0
Plates Increase 1.15
Lumber lncrease 1.15
Reo Stress Incr NO
Code lRC2006/TP12002
csl
TC 0.23
BC 0.36
wB 0.94(Matrix)
DEFL in (loc) l/defl
Vert(LL) -0.06 F-G >999
Vert(TL) -0.09 F-G >999
Hoz(TL) 0.01 F n/a
Wind(LL) 0.04 G >999
Ud
360
240
n/a
240
PLATES GRIP
Mll20 1371130
Weight: 169 lb FT = 20%
LUMBER
TOP CHORD 2 X6 DF SS
BOT CHORD 1 .sxl 1.875 LP LSL 2640Fb 1.75E
WEBS 2X4DFStud/Std.ExcePt'
W6:2 X4 DF 1800F 1.6E
WEBS
NOTES
BRACING
TOP CHORD Sheathed or 4-6-12 oc purlins
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing
WEBS 1 Row at midpt E-H
ek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTfONS (lb/size) A=-18210-5-8 (min. O-1-8),F=278410-5-8 (min.0-2-0), H=5371/0-5-8 (min.0-3-12)
' Max HozA=-54(LC 6)
Max GiavA=123(LC 8), F=2823(LC 10)' H=5371(LC 1)
FORCES (lb) -Max,Comp./Max Ten.-All forces250(lb)orlessexceptwhensho1n ----
roc cHono' A_B=_247i1066, B-C=_320/1304, c-D=-203/998, D-E=-226t1102, E-F=-3267t802
Bor cHoRD A)=-s141242, A-t=-1071t32s, n-,t=-atgtzgza, J-K=-67912926, G-K=-67912926, G-L=-67912926, L-M=-679/2926,
F-M=-679/2926
B-l=4831204, Cl--358/134, C-H=-70l318, D-H=-11441285,EH=-418711105' E-G=-735/3160
1) Unbalanced roof live loads have been considered for this design.
ii iiiil;ScE t-Os; gOirp-n T6ol=+,2psf; BCDL=4-2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone;'
cantilever left and right bxposed : Lumber DOL=1.33 plate grip DOL=1 33
Sy ifris tiuss has been?esigired for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) - This truss has Oeen Oesignei foi" f iuu'lo"U ot ZO.opsf on the bottom chord in all areas where a rectangle 3'6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members'
S) provide mechanicat connecti;; (bt;tn"kl oitrrti to bearing plate capable ofwithslanding 100 lb uplift atjoint(s) except (it=lb)
A=447, F=852, H=1287 .
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1 1 and R802.10.2 and referenced
' standard ANSI/TPl 1.
Zl UJeiirpson Sirong-tie HUS26 (14-1Od cirder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at'iS-S-+frbmtneteft6ndtolg-3-4ioconnecttruss(es) T01B(1 ply2X4 DF) tobackfaceof bottomchord
8) Uie Simpson Strong-Tie LUS24 (4-10d Girder, 2-i0d Truss, Sinjte Ply Girder) or equivalent at2O-11-12 from the left end to connect' truss(es) S02A (1 ply 2 X 4 DF) to back face of bottom chord.
9) Fill all nail holes where hanger is in contact with lumber.
i6iiii,lrt" iono CnSE(S) .""iion, toads applied to the face of the truss are noted as front (F) or back (B)
LOADCASE(S) Standard
1),Regular: Lumber Increase=1.15, Plate Increase=1 15
Uniform Loads (Plf)
Vert: A-D=-74, D-F=-74' A-F=-14
Concentrated Loads (lb)
;:t,,. Vert: F=172(B) J=-1690(B) K=-1579(B) L=-1579(8) M=-1579(8)
12-060981
russ
GRO3 COMMON 1 2 Job Reference (optional)
Inc. Fri Jun 01.gwhkLyl 16)
2'lto
S€le = 1:19.9
sx6 Mll20=
5xB Mll20--
, 1-1-0 1-4-14 6-2-8' 1-to l-3-rtr- 4-9-10 -
5x8 Mll20\
11:0-? _'__ _*_ 11:4:p . 1gg!_r4'9-10 0-3-14 1-1-0Y):F:0-8-0
LOADING (psf)
TCLL 30.0
TCDL 7,0
BCLL 0.0 '.
BCDL 7.0
SPACING 2-O.O
Plates Increase 1.15
Lumber lncrease 1.15
Rep Stress lncr NO
Code lRC2006/TP12002
csl
TC 0.36
BC 0.39
wB 0.87
(Matrix)
DEFL in (loc) i/defl Lld
Vert(LL) -0.03 F >999 360
Vert(TL) -0.05 E-F >999 240
Hoz(TL) 0.01 E nla nla
Wind(LL) 0.02 F >999 240
PIATES GRIP
Mll20 220t195
Weight: 159 lb FI = 20%
LUMBER
TOPCHORD 2X6DFSS
BOT CHORD 2 X.,IO DF SS
WEBS 2X4 DF Stud/Std
REACTfONS (lb/size) A=364410-7-12 (min. 0-1-15), E=372710-7-12 (min, 0-2-0)
Max HozA=29(LC 5)
Max UpliftA=-871(LC 5), E=-891(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD A-B=-5097 I 1234, B-C=-5590/1 336, C-D=-5590/1 336, D-E=-s1 1 3/1 240
BRACING
TOP CHORD Sheathed or 6-0-0 oc ourlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracrng.
BOT CHORD A-G=-1088/4446, G-H=-1088/4446, F-H=-1088/4446,F-l=-1A6614468, l-J=-1066/4468, E-J=-1066/4468WEBS
NOTES
C-F=-897/3923, D-F=-159/821. B-F=-1641843
'1) 2.ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2X6 -2 rows at 0-9-0 oc.Bottom chords connected as follows: 2 X 10 - 2 rows at 0-5-0 oc.
Webs connected as follows: 2X4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Pty toply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low+ise) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1 .33
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widewill fit between the bottom chord and any other members.
7) Prwide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=tb)I :.rS:871, E=891.
8)Thistruss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
. standard ANSI/TPl 1.
9).Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-O-0 oc max. starting at, 3-3-4 from the left end to 9-3-4 to connect truss(es) S01 (1 ply 2 X 4 DF) to fronl face of bottom chord.
10) Fill all nail holes where hanger is in contact with lumber.
,.\1.:. :
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: A-C=-74, C-E=-74, A-E=-14
Concentrated Loads (lb)
vert: G=-1 627(F) H=-1 627(F) t=-1627 (F) J=-1627 (F)
Scale = 1:64.8
5.OO f12
3x4 Mll20'-
SxOMll2O--
5xO l\4ll20r-
Y
4xB Nilll20\\
4xO Mll20\\
tl
N 6x12 Mll20 Sx12M|.20 )
5x6ilr2o-- - u"' t"t9- ....o.oo llZ 5xo i/ll2o -
lT lY,o,-
SPAC|NG 2-0-o
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in (toc) t/defl Ud
Vert(LL) -0.48 O-P >914 360
Vert(TL) -0.81 O-P >543 Z4OHoz(TL) 0.25 J nla nlaWind(LL) 0.17 O >999 240
1 1-0
LoADING (psf)
TCLL 30.0TCDL 7.0
BCLL O.O
BCDL 7.0
LUMBER
TOP CHORD
BOT CHORD
WEBS
SLIDER
PI-ATES GRIP
Mll20 220t195
Weight: 180 b Ff = 20.k
2X4DF 1800F 1.6E
2 X 4 DF 1800F 1.6E
2 X 4 DF Stud/Std *Exceot*
W2,W1,W3,W1 1 : 2 X 4 DF 1800F 1.6ERight2X6DFSSl-8-8
BRACING
TOP CHORD Sheathed or 3-0-13 oc purlins.
BO-t CHORD Rigid ceiting directty applieO or Z-10-9 oc bracing.WEBS 1 Row at midpt c_o, E_o
Mr reK recommends that Stabilizers and required cross bracinobe installed durjng truss erection, in accordance with Stabilizei
ek recommends that
REACTIONS (lb/size) A=1672/0-4-0 (min. 0-1-1 3), J=1641/Mechanjcal
. Max HozA=10.1(LC 5)
Max UpliftA=-388(LC 5), J=-3SO(LC 6)
IQICJ?^-(l!) - YA. 99q'n,4lrt9".Ten. -Ail forces 2so (tb) or tess except when shown.TOPTCHORD 4-8=-3651/833, B-C=-3317/763, C-O=-2217t542,O-e--Zzqstsis,-e.-f=-yta/876,F-G=-3858/S65, G-H=4726t1061,j Hl=-2483/591, tJ=-Z612tS9B
BOT cHORD A-P=-801/3266, P-O=-s63/2618, Q-R=-s63/2618, O-R=-s63/2618, N-O=-42112580, M-N=-51712799, L-M=-890/4288,K-L=47 A/2194, J-K=-444t2062WEBS B-P=-4151244, C-P=-116/637, C-O=-897/335, D-O=-21411096, E-O=-774t315, E-N=-1094/258, E-M=-375/1s50,G-M= -8621257, G-L=-65/443, H-L=490/2450, H_K=-941 t21 9
NOTES
1 ) Unbalanced roof live loads have been consjdered for this deston.2) wind: ASCE 7-05; 90mph; TCDL=4.2psfi BcDL=4.2psf; h=25i; cat. ll;-Exp C; enctosed; MWFRS (tow-rise) gabte end zone;^. cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 '
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) '
Ihj: lruss has.been designed for a, live load of 20.opsf on the bottom chord in all "tuui i,nur" a rectangle 3-6-0 tail by 2-0-0 widewill fit between the bottom chord and any other members, with BCDL = 7.0psf.5) Refer to girde(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 tb uptift at joint(s) except 0t=tb).A-388; J=380.
7) This truss-is designed in accordance with the 2006 lnternational Residential code sections Rso2.1 1 ..1 and R802.1 0.2 and referencedglandard ANSI/TPI 1.
LOAD CASE(S) Standard
Scal€ = 1;66.7
Il.rl9,l-I\t I
7x12 Mll18H=
$
SPACING 2.0-O
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in (loc) l/defl Ud
Vert(LL) -0.62 J-K >701 360
Vert(TL) -1.09 J-K >401 240
Hoz(TL) 0.63 | n/a nla
Wind(LL) 0.35 J-K >999 240
LOADING (psf)
ICL| 30.0
TCDL 7.0
BCLL O,O
BCDL 7,O
LUMBER
TOP CHORD 2X4DF 18OOF 1,6E
BO-T CHORD 2 X 4 DF 1800F 1.6E
WEBS 2X4DF Stud/Std *Exceol*
W5,W1,W2,W8: 2X4DF 1800F 1.6E
REACTIONS (lb/size) A=1593/Mechanical, l=1746/0-5-8 (min. 0-1-14)
Max HozA=-101(LC 6)
Max UpliftA=-386(LC 5), l=459(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING
TOP CHORD Sheathed or 2-7-12 oc ourlins.
BOT CHORD Rigid ceiling directly applied or 7-5-9 oc bracing.
WEBS 1 Row at midot F-l
PI-ATES GRIP
Mll18H 170t148
Mll20 220t195
Weight: 168 b Ff = 20o/o
TOP CHORD A-B=-3485/819, B-C=-3959/931, C-D=-3793/960, D-E=-475sl981, E-F=-5138/1115, F-G=-594/139, G-H=-545l81
BOT CHORD A-M=-788/3114, L-M=-81413208, K-L=-533/3127, J-K=-862/4905, l-J=-97714695, H-l=-91/565WEBS B-M=-6521243, B-L=-18/473, Q-L=-4511242,D-L=-2961821,D-K=42412627, E-K=-616/311, F-l=-4658/1028
, G-l=-5011245
NOTES
1) Unbalanced roof live loads have been con$idered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. lli Exp C; enclosed: MWFRS (low+ise) gable end zone;
canlilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) All plates are MT20 plates unless otheMise indicated.
4) The Fabrication Tolerance atjoint | = 16%
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) . Thjs lruss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will flt between the bottom chord and any other members,
7) Refer to girde(s) for truss to truss connections.
8) Provide mechanical connection (by olhers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (Jt=lb)t.AE386r l=459.
9).;Ihis truss is designed in accordance with the 2006 lnternational Residential Code sections R502.11.1 and R802.10.2 and referenced. rStindard ANSI/TPl 1.
:\,i.l
LOApCASE(S) Standard
:',. .. .
be installed during truss erection, in accordance with Stabilizer
lDriasUq5bWchetM26GC
:l
Scale = 1:66.7
1
lq,lqlo..1lYl
6x16 Mll20=
LOADING (psf)
TCLL' 30,0
TpDL. 7.0
BCLL O,O
BCDL 7.0
SPAC|NG 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in (loc)
Vert(LL) -0.33 J-K
Vert(TL) -0.59 J-K
Hoz(TL) 0,30 |
Wind(LL) 0.19 J-K
PIATES GRIP
Mil20 2201195
Weight: 168 lb FI = 2A%
cslTC 0.72
BC 0.64
wB 0.86
(Matrix)
l/defl Lld
>999 360
>611 240
nla nla
>999 240
LUMBER
TOP CHORD 2 X 4 DF 18OOF 1,6E
BOT CHORD 2 X 4 DF 18OOF 1.6E
WEBS 2X4DF Stud/Std -ExcePt*
Ws.W1:2X4DF1800F1.6E
Sheathed ot 3-7-12 oc Purlins.
Rigid ceiling directly applied or 5-2-13 oc bracing'1 Row at midpt F-l
MiTef, rffiendalhat-tabiiizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
BRACING
TOP CHORD
BOT CHORD
WEBS
REACTIONS (lb/size) A=-533/Mechanical, M=2579/0-5-8 (min.0-2-12), l=1304/0-5-8 (min. 0-1-8)
Max HozA=-101(LC 6)
Max UplifiA=-533(Lc 1)' M=-579(LC 5)' l=-380{LC 6)
Max GiavA=94(LC 6), M=2579(LC 1)' l=1304(Lc 1)
FoRcEs(|b).Max.Comp'/Max.Ten'-A||forces250(|b)or|essexceptwhensiown..--
rop cHoRD n-e=-ga+trgod,'; -[=a2jg)s:r', s-o=.\riaqgsz, D-E=-2s33t4e7, E-F=--3-350/797, F-G=-48e1123, G-H=447t5e
aor cHOno A-M=-1T07141i, L-M=-1819/447, K-L=-16411484, J-K=-48712927,1-J=-70613,171' H{=-75l465
wEBS B-M=-199a/5a6i B-i=-530/2s30, c-t=-440t238,D-L=-B27t1zG, D-K=-259/1699, E-K=-706/337' E-J=-1111349'
F )=-307 817 46, G-l=465/239
NOTES'1) Unbalanced roof live loads have been considered for this design
ii wiilnsaE t-bs; gompn; rcor-=+.zpii; BcDL=4-2psf; h=25F; cat. ll; Exp c; enclosed; MWFRS (low+ise) sable end zone;
cantilever left and right exposed ; Lumber DOL=1 33 plate.grip DOL=1 33
Ot inis tirrs nis ueen-oesigir; f; ; 10.0 psf bottom chord li-ve load nonconcurrent with any other live loads'
4) - This truss has ueen oesrgnidti" iiuu jo"o ot zo.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members
5) Refer to girde(s) for truss to truss connections.
6) provide mechanicat connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (jt=lb)
A=533, M=579, l=380.
7)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802 10 2 and referenced
: .standard ANSI/TPI 1
LOADCASE(S) Standard
5x6 Mll20 ll
D5.oo FZ
2x4 [41120 \\
'xBMll20--
3xO Mll20=
L
5x12Mll20=
3.ooFZ
Scale = 1:66.6
Ilc]lq
,+]
Pfates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in (toc) t/defl UdVert(LL) -0.37 J-K >965 360Vert(TL) -0.67 J-K >540 240
Hoz(TL) 0.39 | nla nla
Wind(LL) 0.22 J-K >999 240
LOADING (psf)
TCLL 30.0
TCDL 7.0
BCLL O.O
BCDL 7.0
LUMBER
TOP CHORD 2X4DF 18OOF 1,6EBOT CHORD 2 X 4 DF 18OOF 1.6E
WEBS 2X4DFStud/Std*Exceot'' W5 ,W1: 2 X 4 DF 1800F 1 .6E
PI.ATES GRIP
Mll20 220n95
Weight: 168 lb
BRACING
TOP CHORD Sheathed or 34-6 oc ourtins.
,BO.T CHORD Rigid ceiling direcily apptied or 6-0-0 oc bracing.WEBS 1 Row at midpt F-l
REACTIONS (lb/size) M=1949/0-5-8 (min. 0-Z-1), l=1413/0-5-8 (min. 0-1-B)Max HozM=101(LC 5)
Max UptiftM=-636(LC 5), t=-400(LC 6)
I9ICIS_ ll!) - I,aq. Cgmp /Ma1. Ten. - Ail forces 250 (tb) or tess except when shown,ToP cHoRD 4-8=-330/663, B-c=-1919/376, Q-D=-1753/401, o-e=-bogstsgs, E-r=-gzgolozs, F-G=-s2Tt129,G-H=-482165Bor cHORD A-M=-515/343, L-M=-5T8t272,K-L=-174t1891, J-K=-s74t3416, t-.t=-ttstssia. H-t=-81/501wEBs B-M=-1668/535, B-L=48712241, C-L=439/235, D-L=a76l6a.b-K=-s007192g, E-K=-669/331, E-J=-95t262F-l=-345s/81 3, Gl=4T 8t241
NOTES
1 ) Unbalanced roof live loads have been considered for this deston.2) wind: ASOE- 7-05; ggmph; TcDL=4.2psfi BcDL=4-2psf; h=25friqat. ll; Exp c; enctosed; MWFRS (tow-rise) gabte end zone;
^. cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.39 '
3) This truss has been designed for a 1 0.0 psf bottom chord li-ve load nonconcurrent with any other live loads.4) . This truss has,been designed for a, live load of 20.0psf on the bottom chord in all ur"ai ,luh"r" u *cti"gr" 3-6-0 tall by 2-0-0 widewill fit between the bottom chord and any other members.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except 0t=tb)M=636, l=400,
6)'This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and Rg02.10.2 and referenced
::?ldard ANSI/rP| 1.
LOAD CASE(S) Standard
5.oo rz
3x4 MllZQ--
S€le: 3/'16"='1'
6x8 Mll20 ll
3x4 Mll20:-
E
5xBMll20'-
,1
L:
DEFL in (loc) l/defl Ud
Vert(LL) -0.40 J-K >999 360
Vert(TL) -0.68 J-K >646 240
Hoz(TL) 0.17 H n/a nla
Wind(LL) 0.15 l-J >999 24Q
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress lncr YES
Code lRC2006/TP12002
LOADING (psf)
TCLL 30.0
TCDI 7.0
BCLL O.O
BCDL 7.0
LUMBER
TOP CHORD 2X4DF 18OOF 1.6E
BOT CHORD 2X4DF 18OOF 1.6E
WEBS 2X4DFStud/Std'Exceptt
W2,W1.W3: 2X4DF 1800F 1.6E
SL.IDER Right 2 X 6 DF SS 3-2-14
REACTIONS (lblsize\ A=171410-4-0 (min. 0-1-13), H=1715/0-5-8 (min. 0-1-13)
Max HozA=101(LC 5)
Max UpliftA=-390(LC 5), H=-384(Lc 6)
BRACING
TOP CHORD Sheathed or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 8-1-11 oc bracing
WEBS 1 Row at midot C-J
PI.ATES GRIP
Mll20 2201195
Weight: 170 lb FT = 20%
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD A-B=-3741/839, B-C=-3389/759, C-D=-23291546, D-E=-23241553, E-F=-3015/679, F-G=-3189/737, G-H=-32961727
BOT CHORD A-K=-806/3348, K-L=-56812727, t-M=-56812727 , J-M=-56812727 , J-N=42212598, N-O=-422l2598, 10=-42212598,
H-l=-580/2857
WEBS B-K=-4231245, C-K=-105/600, C-J=-895/341, D-J=-24611274,E-J=-7781302, E-l=-521360
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; Cat. ll; Exp C; enclosed; MWFRS (low+ise) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1 ,33
3) This truss has been designed fora 10.0 psfbottom chord live load nonconcurrentwith any other live loads.
4) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 7.0psf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (jt=lb)
4=390, H=384.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
stlndard ANSI/TPI 1.
LOADCASE(S) Standard
l tii.i.
sx6 Mll20=
n
Scale = 1:63.1
r9
ll
6x12 Mll20 ll
4xO Mll20-\
G 4x6 vil2o--
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in (loc) t/defl
Vert(LL) -0.41 J-K >999
Vert(TL) -0.69 J-K >635
Hoz(TL) 0.17 H nla
Wind(LL) 0.15 l-J >999
Ud
JOU
240
nla
240
LoADING (psf)
TCLL 30.0
TCDL 7.0
BCLL O.O
BCDL 7.0
LUMBER
TOF CHORD
BOT CHORD
WEBS
SLIDER
REACTIONS
FoRcES (tb)
TOP CHORD
BOT CHORD
WEBS
NOTES
18-11-12
H=170410-2-8 (min. 0-1-1 3)
36-7,8
PI.ATES GRIP
Mlt20 220t195
Weight: 170 b Ff = 20%
2 X 4 DF 1800F 1.6E
2X4DF 1800F 1.6E
2 X 4 DF Stud/Std *Except-
W2,W1,W3: 2 X 4 OF 1800F 1.6E
Right 2 X 6 DF SS 3-2-13
(lb/size) A=1703/0-4-0 (min. 0-1-13),
Max HozA=101(LC 5)
BRACING
TOP CHORD Sheathed or 2-2-0 oc ourlins.BOI_CHORD Rigid ceiling direcily applied or 8-2-0 oc bracingWEBS '1 Row at midpt C-J
MiTek recommends that Stabilizers anO iequireO cross Uraqngbe installed during truss erection, in accordance with Stabilizer
Max UpliftA=-38E(LC s), H=-380(LC 6)
- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.A-B=-371s/834, B-C=-3368/756, C-D=-2300/539, D-E=:.-2294t549, E-F=,2918/6b9, F-G=-3065/210, G-H=-3176/700A-K=-801/3324, K-t=-56412700, L-M=-564/2700, J-M=-s64/2700, J-N=408/2540, N-o=-40}t2s4a,ra=-408t2540,H-l=-54812727
B-K=4211244, C-K=-1071607, C-J=-895t342,D-J=-244t1256,E-J=-748t292,E)=_42t3iS
1) Unbalanced roof live loads have been considered for this desion.2) Wind: ASCE- 7-05; 90mph; TCDL=4.2psf; BC^DL=4-2psf; h=25iiqat il; Exp C; enctosed; MWFRS (tow-rise) gabte end zone;
^. cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=.1.33 '
3) This truss has been designed for a 1 0.0 psf bottom chord liva load nonconcurrent with any other live loads.4) * This lruss has been designed for a. live load of 20.0psf on the bottom chord in all areai where a rectangle 9-6-0 tall by 2-0-0 widewill fit between the bottom chord and any other mem6ers, with BCDL = 7.ODsf.5) Provide mechanical connection (by others) oftruss to bearing ptate atjoint(s) H.6) Provide mechanical connection (by others) of truss to bearing plate ca-pauti br wittrstanding 1 0o lb uplift at joint(s) except (jt=tb)A=388, H=380.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.'1 1.1 and Rg02.10.2 and referencedstandard ANSI/TPl 1.
LOADCASE(S) Standard
S€lo = 1:63.1
sx6 Mll20=
D5.00 liz
3x4 Mll20.3x4 Mll20\-
E
5xOMll20--
I9
IY'o
4x12 Mll20-
SPAC|NG 2-0-0
Plates Increase 1.15
Lumber lncrease 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in (loc) l/defl L/d
Vert(LL) -0.41 J-K >999 360
Vert(TL) -0.69 J-K >634 240
Hoz(TL) 0.17 H n/a nla
Wind(LL) 0.15 l-J >999 240
LOADING (psf)
TCLL 30.0
TCDL 7.O
BCLL O,O
BCDL 7.0
LUMBER.
TOP CHORD
BOT CHORD
WEBS
SLIDER
REACTIONS
FORCES (tb)
TOP CHORD
BOT CHORD
WEBS
NOTES
18-11-12
2X4DF 1800F 1.6E
2X4DF 1800F 1.6E
2 X 4 DF Stud/Std *Except*
W2,W1,W3: 2X4DF 1800F 1.6ERight 2 X 6 DF SS 3-2-13
(lb/size) A=1704/Mechanical, H=1705/0-2-8 (min. 0-1-13)Max HozA=101(LC 5)Max UpliftA='388(LC s), H=-381(LC 6)
BRACING
TOP CHORD Sheathed or 2-2-0 oc ourtins.
BOT CHORD Rigid ceiling directly apptied or 8-1-14 oc bracing.
WEBS 1 Row at midpt C-J
PLATES GRIP
Mll20 220t195
Weight: 170 lb FT = 20%
Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
A-B=-3725/836, B-C=-3376i758, C-D=-2302/539, D-E=-2296/549, E-F=-2920/659, F-G=-3067/710, G-H=-3128/700A-K=-803/3335, K-L=-56512704, L-M--565/2704, J-M=-56512704, J-N=408t2542, N-O=-408/2542. tO=-4A8t2542.H-l=-54812729
B-K=-4251246, C-K=-108/611, C-J=-897/343, D-J=-24411258,E-J=-74at292.E-t=-42t315
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 Cat. ll; Exp C; enclosed; MWFRS (low+ise) gable end zone;cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.333) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This lruss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-O-O widewill fit between the bottom chord and anyother members, with BCDL = 7.0psf.
5) Refer to girde(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) H.
7) Provide mechanical connection (by others) of truss to bearing ptate ca'paUti; bt wittrstanding 1 00 lb uplift at joint(s) except (jt=lb)A=388, H=381.
8) 'This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1 .1 and R802.10.2 and referenced
, qtandard ANSI/TPI 1.
LOAD CASE(S) Standard
. ; ,,.,, ., ,
.:ll
ek recommends that Stabilizers and
be installed during truss erection, in accordance with Stabilizer
'12-06098'l T01C
rruss ryp€
COMMON
ury
6
Job Reference (optional)
lD:iasUq5bwchetMZ 7.250 s i/ay 1 1 201 1 MiTek Industies, Inc. Fri Jun 01 07143:31 2016GCEE2oDzAiRj-4K2LOru<"ltOtOutzm5 1 SSNqSSwCdLmipEgW
Scale = 1:65.7
LY
1
LOADING (psf)
TCLL 30.0
TCDL 7,0
BCLL O.O
BCDL 7.0
SPAC|NG 2-0-0
Plates Increase 1 .'15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
DEFL in
Vert(LL) -0.1 3
Vert(TL) -0.25
Hoz(TL) 0.02
Wind(LL) 0.07
(loc) l/defl
t-J >999
G-H >999
G n/a
G-H >999
cslTC 0.62
BC 0.48
wB 0,52(Matrix)
LUMBER
TOP CHORD 2X4DF 18OOF 1.6E
BOT CHORD 2X4DF 18OOF 1.6E
WEBS 2X4DFStud/Std*Exceot*
W5,W1 ,W2: 2 X 4 DF 1800F 1.6EWEDGE
Right:2XODFSS
REACTIONS (lb/size) A=295/Mechanicat, J=2397/0-5-8 (min. 0-2-9), G=780/0-5-8Max HozA=-101(LC 6)
Max UpliftA=-88(Lc s), J=-518(Lc 5), c=-219(LC 6)
Max cravA=430(LC 9), J=2392(LC 1), G=834(LC 10)
FORCES (lb) - Max. Comp./Max. Ten. , All forces 250 (lb) or less except when shown
Sheathed or 5-4-15 oc ourlins.
Rigid ceiling directly applied or 6-0-0 oc bracing
1 Row at midDt D-J
MiTeK recommends that Stabilizers and required cross bracino
be installed during truss erection, in accordance with Stabilizei
L/d
360
240
nla
240
PLATES
Mil20
GRIP
220t195
Weight: 176 lb FT = 20%
BRACING
TOP CHORD
BOT CHORD
WEBS
(min. 0-1-8)
TOP CHORD A-B=-585/331, B-C=-380/372, C-D=-123t1027,D-E=-469t211.E-F=-1253t371.F-G=-15541425
BOT CHORD A-K=-283l465, J-K=-556127 1, H-l=-68/71 6, G-H=-327 I i37 0
WEBS B-K=4641244,A-K=-2271739,e-J=-747t335,D-J=-i724t379, D-t=-2411896, E-t=-751t326.
E-H=-1 60/593, F -H=-4641247
NOTES
1 ) Unbalanced roof live loads have been considered for this design,2) Win_d: ASCE 745; 90mph; TCDL=4.2psf; BCDL=4,2psf; h=25ft; Cat. ll; Exp C; enctosed; MWFRS (tow+ise) gabte end zone;:cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.333) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.a) ' Thls truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widewill fit between the bottom chord and any other members, wjth BCDL = 7.0psf.
5) Refer to girde(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss lo bearing plate capable of withstanding 1 00 lb uplift at joint(s) A except 0t=lb)J=518. G=219.
7) This truss is designed in accordance with the 2006 lnternational Residential Code sections R502.11.1 and R802.10.2 and referencedstandard ANSI/TPl 1.
LOAD CASE(S) Standard
ii{
Scale = 1:65.7
sx6 N4ll20=
DEFL in (loc) l/defl Ud
Vert(LL) -0.12 G-H >999 360
Vert(TL) -0.28 G-H >722 240
Hoz(TL) 0.01 | n/a nla
Wind(LL) 0.06 A-K >999 240
SPAC|NG 2-0-0
Plates lncrease 1.15
Lumber Increase 1.15
Reo Stress Incr YES
Code lRC2006/TP12002
LOADING (psf)
TCLL 3O,O
TCDL 7,O
BCLL O.O
BCDL 7.O
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6E
BOT CHORD 2 X4 DF 18OOF 1.6E
WEBS 2X4 DF Stud/Std *Exceptt
, W5,W1,W2: 2 X4 DF 1800F 1.6E
WEDGE
Risl|2XODFSS
ri.; r
REACTIONS (lb/size) A=645/Mechanical, l=2528/0-5-8 (min.0-2-11), G=377l0-5-8
PI.ATES GRIP
Mll20 2201195
Weight: 177 lb F-l = 20ok
Sheathed or 5-10-4 oc ourlins.
Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
10-0-0 oc bracing: A-K.
1 Row at midot D-l
MiTek recommends that stabilizers and required cross braclng
be installed during truss erection, in accordance with Stabilizer
BRACING
TOP CHORD
BOT CHORD
WEBS
(min. 0-1-8)
:.r '., Max HozA=1O1(LC 5)
Max UpliftA=-177(LC 5), l=-503(LC 5), G=-130(LC 6)
Max GravA=728(LC 9), l=2528(LC 1 ), G=512(LC 10)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less excepl when shown.
TOP CHORD A-8=-13421312,B'e=-12151362, C-D=-398/185, D-E=-128l1043, E-F=-394/335,
F-G=-7591251
BOTCHORD A-K=-326l1159,J-K=-108/467, J-L=-44U27A,L'M=44U27A,FM='4401270,l-N=-4571187'
N-O=-457l1 87. H-A=-457 I 1 87, G-H=-208/643
WEBS B-K=4511242,C-K=-2671798,C-J=-7401341, D-J=-315/1016, D{=-1708/435,
E-l=-828/331, E-H=-1331622, F-H=-5Q7 1262
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; Cat. ll; Exp C; enclosed; MWFRS (low+ise) gable end zone;
cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) I tnis tuss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 7 Opsf.
5) Refer to girde(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except (t=lb)
A=177, l=503, G=130.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1 .1 and R802.1 0.2 and referenced
standard ANSI/TPl 1.
LOADCASE(S) Standard
4x6 l\41120=
Scale = 1:43.8
t+
3x10 Mll20=
3x10 lvlll20 li
DEFL in (loc) l/defl L/d
Vert(LL) -0.13 E-F >999 360
Vert(TL) -0.30 E-F >964 240
Hoz(TL) 0.07 E nla nla
Wind(LL) 0.08 A-G >999 240
SPACING 2-O.O
Plates lncrease 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
LOADING (psf)
TCLL 30.0
TCDL 7,O
BCLL O.O
BCDL 7.0
LUMBER
TOP CHORD 2X4DF 18OOF 1.6E
BOT CHORD 2 X 4 DF 18OOF 1,6E
WEBS 2X4DFStud/Std
WEDGE
Left: 2 X 6 DF SS, Right: 2 X6 DF SS
REACTIONS 115/5i2s) A=1076/0-5-8 (min 0-1-8), E=1076/0-5-8 (min 0-1-8)
Max HozA=-66(LC 6)
Max UpliftA=-2s8(Lc 5)' E=-258(LC 6)
FoRcEs(|b)-MaX.comp'/Max'Ten.-A|lforces250(|b)or|essexcoptwien.shown
roF
-Cnono'
A-B=-2 1 68/530, B -c='1837 | 4s2, c-D=-1 837 t 452' D-E=-2 1 68/530
BOT CHORD A-G=-492l1935, F-G=-23111305, E F=-42611935
WEAS C-F=-139/568'D'F=4861252,C-G=-139/568'B-G='4851252
NOTES
PLATES GRIP
Mlt20 2201195
Weight: 102 lb
sheathed or 4_7-1 oc purlins.
Rigid ceiling directly applied or 10-0'0 oc bracing
MrTeR recomntends ihat Stabilizers and required cross
be installed during truss erection, in accordance with Stabilizer
BRACING
TOP CHORD
BOT CHORD
1) Unbalanced roof live loads have been considered for this design'
2) Wind: ASCE 7-05; gompn; rcijr-=+.ipii; eCol=+.zpsf; h=25i; Cat. ll; Exp c; enclosed; MWFRs (low-rise) gable end zone;' cantilever left and right bxposed ; Lumber DOL=1.33 plate grip DOL=1'33
S; inii truss has been-designeOloi a fO.O psf bottom chord live load nonconcurrent with any other live loads'
4) - This truss has oeen oesigned foia iive'ioaO of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
' will fit between the bottom chord and any other members'
5) provide mechanicat connecti;n (ny others) of truss to bearing plate capable of withstanding 1 00 lb uplift at joint(s) except 0t=lb)
A=258, E=258.
6) This truss is designed in accordancewith the 2006 International Residential Code sections R502 11.1 and R802 10'2 and referenced
,Etandard ANSI/TPI 1.
I-OA.D,CASE(S) Standard
REScheck Software Version 4.4.1
Energy Code:
Location:
Construction Type:
Building Odentation:
Glazing Area Percentage:
Heating Degree Days:
Climate Zone:
Construction Site:
Gompl iance Certifi cate
2009 tEcc
Rexburg, ldaho
Single Family
Bldg. faces 90 deg. from North
12%
8693
6
Owner/Agent:Designer/Conlractor:
Compliance: 4.3% Better Than Code Maximum UA: 230 Your UAI 220
The % Better or Worse Than Code index Giects how close lo compliance the house is based on @de trade-off rules.
It DOES NOT provide an estimate of erergy use or cost relative to a minimurcode home.
Ceiling 1: Flat Ceiling or Scissor Truss
Wall 1: Wood Frame, 24" o .c.
Orientation: Unspecifi ed
Window 1: Vinyl Frame:Double Pane with Low-E
SHGC: 0.30
Orientation: Unspecified
Door 1: Solid 42
1240
1533
1240
Compliance Sfaternent' The proposed building design described here is consistent with the buitding plans, specifications, and other
calculations submitted with the permit application. The proposed building has been designed to meet the 200s IECC requirements in
REScheck Version 4.4.1 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist.
Name - Title Signature
910
140
37.0
0.0
29
62
470.310
0.190
Orientation: Unspecifi ed
177 - Basement Wall 1: Solid Concrete or Masonry
.rJ-, Orientation:Unspecified
,"14'e wal heighr 8.0'd'41' fl3ill,i"",.liXj,',''iil;P"
13.0 74
2
5t;a;,*o6 1la':s
door '' 10"'
Project Title:
Data filename: Untitled.rck
Report date: OEl25l12
Page 'l of 1
Generated by RESche ck-Web Software
Compl iance Certificate
Project Title: Permat 12 00289
Energy Code: 2009 IECCLocation: Rexburq. ldahoConstruction Type: Sinqle FimilvGlazing Area Percentage: t+%Heating Degree Days: 8693Climate Zone: 6
Construction Site: Owner/Agent:Designer/Contractor:
Compliance: 0.3olo Better Than Code Maximum UA: 312 Your UA: 31 1
The % Bettor or wo6e Than Cods index reflscts how clos6 to @mplian€ the house is bas€d on @d9 tradmff rutes.It DOES NOT prcvide an ostimate of energy use or cct relative lo a minimum{de homs.
Ceiling: Flat or Scissor Truss
Wall: Wood Frame,24in. o.c.
Window: Vinyl Frame, 2 Pane w/ Low-E
Door: Solid
Door: Glass
Basement: Solid Concrete or Masonry
Wall height 8.0'
Depth below grade: 6.8'
lnsulation depth: 8.0'
Window: Vinyl Frame,2 Pane w/ Low-E
1533
1870
140
40
40
1432
96
13.0
19.0
37.0
0.0
13.0
29
97
43
8
20
800.0
0.310
0.190
0.500
0.350
Compliance Statement: The proposed building design described here is consistent with the building plans, specifications, and othercalculations submifted with the permit application. The proposed building has been designed to meet-the 200'9 IECC requirements inREScheck-Web and to comply with the mandatory requirements listed in the REScheck Inspection Checklist.
Name - Title Signature Date
Project Title: Permit 12 00289
Data filename:Report date: 06127112
Page 1 of 4
Energy Code:
Localion:
Construction Type:
Glazing Area Percentage:
Heating Degree Days:
Climate Zone:
Ceilings:
E Ceiling: Flat or Scissor Truss, R-13.0 cavity + R-37.0 continuous insulation
Generated by RESche ck-Web Software
Inspection Checklist
2009lEcc
Rexburg, ldaho
Single Family
14o/o
8693
6
Comments:
Above-Grade Walls:
tr Waff : Wood Frame,24in. o.c., R-l9.0 cavity insulation
tr
Basement Walls:
Comments:
Basement:
Comments:
Solid Concrete or Masonry, 8.0' ht / 6.8' bg / 8.0' insul, R-13.0 cavity insulation
Windorvs:
E Window: Vinyl Frame, 2PanewJ Low-E, U-factor:0.310
For windows without labeled U-factors, describe features:
#Panes - Frame Type Thermal Break? - Yes - No
Coniments:
I Window: Vinyl Frame, 2Panewl Low-E, U-factor:0.350
For windows without labeled U-factors, describe features:
#Panes - Frame Type Thermal Break? - Yes - No
tr
Comments:
Doors:
Door: Solid,
Comments:
U-factor: 0.190
I Door: Glass,U-factor: 0.500
Comments:
Air Leakage:
fl Joints (including rim joist junctions), attic access openings, penetrations, and all other such openings in the building envelope that are
sources of air leakage are sealed with caulk, gasketed, weatherstripped or otherwise sealed with an air banier material, suitable film or
solid material.
tr Air barrier and sealing exists on common walls between dwelting units, on exterior walls behind tubs/showers, and in openings between
window/door jambs and framing.
tr Recessed lights in the building thermal envelope are 1) type lC rated and ASTM E283 labeled and 2) sealed with a gasket or caulk
between the housing and the interior wall or ceiling covering.
U Access doors separaling conditioned ftom unconditioned space are weather-stripped and insulated (without insulation crmpression or
damage) to at least the level of insulation on the sunounding surfaces. Where loose fill insulation exists, a baffle or retainer is installed
to maintain insulation application.
tr Wood-burning fireplaces have gasketed doors and outdoor combustion air.
tr Automatic or gravity dampers are installed on all outdoor air intakes and exhausts.
Air Sealing and Insulation:
Pioject Title: Permit 12 00289
Data filename:
Report date: 06127112
Page 2 ot 4
tr Building envelope air tightness and insulation installation complies by either 1) a post rough-in blower door test result of less than 7
ACH at 50 pascals OR 2) the following items have been satisfied:
(a) Air baniers and thermal banier: Installed on outside of air-permeable insulation and breaks or joints in the air barrier are filled orrepaired.
(b) Ceiling/attic: Air barrier in any dropped ceiling/soffit is substantially aligned with insulation and any gaps are sealed.
(c) Above{rade walls: Insulation is installed in substantial contact and continuous alignment with the building envelope air barrier.
(d) Ftoors: Air barrier is installed at any exposed edge of insulation.
(e) Aumbing and wiring: lnsulation is placed between outside and pipes. Batt insulation is cut to fit around wiring and plumbing, orsprayed/blown insulation extends behind piping and wiring.
(f) Comers, headers, narrow framing cavities, and rim joists are insulated.
(9) Shower/tub on exterior wall: Insulation exists between showers/tubs and exterior wall.
Sunrooms:
tr Sunrooms that are thermally isolated from the buitding envelope have a maximum fenestration U-factor of 0.50 and the maximum
skylight U-factor of 0.75. New windows and doors separating the sunroom from conditioned space meet the building thermal envelope
requirements.
Materials ldentification and Installation:
tr Materials and equipment are instralled in accordance with the manufacturer's installation instructions.
E Materials and equipment are identified so that compliance can be determined.
tr Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment have been provided.
D Insulation R-values and glazing U-factors are clearly marked on the building plans or specifications.
Duct Insulation:
D Supply ducts in attics are insulated to a minimum of R-8. Atl other ducts in unconditioned spaces or outside the building envelope are
insulated to at least R-6.
Duct Construction and Testing:
tr Building framing cavities are not used as supply ducts.
tr All joints and seams of air ducts, air handlers, filter boxes, and building cavities used as retum ducts are substantially airtight by means
of tapes, mastics, liquid sealants, gasketing or other approved closure systems. Tapes, mastics, and fasteners are rated UL 181A or
UL 181 B and are labeled according to the duct construction. Metal duct connections with equipment and/or fittings are mechanically
fastened. Crimp joints for round metal ducts have a contact lap of at least 1 1t2 inches and are fastened with a minimum of three
equally spaced sheet-metal screws.
Exceptions:
Joint and seams covered with spray polyurethane foam.
Where a partially inaccessible duct connection exists, mechanical fasteners can be equally spaced on the exposed portion of thejoint so as to prevent a hinge effect.
Continuously welded and locking-type longitudinaljoints and seams on ducts operating at less than 2 in. w.g. (500 pa).
tr Duct tightness test has been performed and meets one of the following test criteria:
(1) Postconstruction leakage to outdoors test: Less than or equal to 247 .2 cfm (8 cfm per 100 ft2 of conditioned floor area).
(2) Postconstruction total leakage test (including air handler enclosure): Less than or equal to 370.8 ctm (12cfm per 1 0O fi2 ofconditioned floor area).
(3) Rougn-in total leakage test with air handler installed: Less than or equal to 185.4 cfm (6 cfm per 100 fl2 of conditioned floor area).
(4) Rougn-in total leakage test without air handler installed: Less than or equal to 123.6 cfm (4 cfm per 100 ft2 of conditioned noor area).
Temperature Controls:
tr Where the primary heating system is a forced air-furnace, at least one programmable thermostat is installed to control the primary
heating system and has set-points initialized at 70 degree F for the heating cycle and 78 degree F for the cooling cycle.
tr Heat pumps having supplementary electric-resistance heat have controls that prevent supplemental heat operation when the
compressor can meet the heating load.
Heating and Cooling Equipment Sizing:
Additional requirements for equipment sizing are included by an inspection for compliance with the International Residential Code.
For systems serving multiple dwelling units documentation has been submifted demonstrating compliance with 2009 tECC Commercial
Building Mechanical and/or Service Water Heating (Sections S03 and 504).
Circulating Service Hot Water Systems:
Circulating service hot water pipes are insulated to R-2.
tr
tr
tr
Project Title: Permit 12 00289
Data filename:
Report date: 06127112
Page 3 of 4
t] Circulating service hot water systems include an automatic or accessible manual switch to turn off the circulating pump when the
system is not in use.
Heating and Cooling Piping Insulation:
tr HVAC piping conveying fluids above 105 degrees F or chilled fluids below 55 degrees F are insulated to R-3.
Swimming Pools:
fl Heated swimming pools have an on/off heater switch.
g Pool heaters operating on natural gas or LPG have an electronic pilot light.
n Timer switches on pool heaters and pumps are present.
Exceptions:
Where public health standards require continuous pump operation.
Where pumps operate within solar- and/or waste-heat-recovery systems.
fl Heated swimming pools have a cover on or at the water surface. For pools heated over 90 degrees F (32 degrees C) the cover has a
minimum insulation value of R-12.
Exceptions:
Covers are not required when 60% of the heating energy is from site-recovered energy or solar energy source.
Lighting Requirements:
tr A minimum of 50 percent of the lamps in permanently installed lighting fixtures can be categorized as one of the following:
(a) Compact fluorescent
(b) T-8 or smaller diameter linear fluorescent
(c) 40 lumens per watt for lamp wattiage <= 15
(d) 50 lumens per watt for lamp wattage > 15 and <- 40
(e) 60 lumens per watt for lamp waftage > 40
Other Requirements:
n Snow- and ice-melting systems with energy supplied from the service to a building shall include automatic controls capable of shufting
off the system when a) the pavement temperature is above 50 degrees F, b) no piecipitation is falling, and c) the outdoor temperature is
above 40 degrees F (a manual shutoff control is also permifted to safisry requirement'c').
. Gertificate:
tr A permanent certificate is provided on or in the electrical distribution panel listing the predominant insulation R-values; window
U-factors; type and efficiency of spaceconditioning and water heating equipment. The certificate does not cover or obstruct the visibility
of the circuit directory label, service disconnect label or other required labels.
NOTES TO FIELD: (Building Department Use Only)
Project Tifle: P"rrit ri oozag
Data filename:
Report date: 06127112
Page 4 of 4
aA 2009 IECC Energy
IJJ Efficiency Certificate
Ceiling / Roof
Wall
Floor / Foundation
Ductwork (unconditioned spaces):
50.00
19.00
13.00
Window
Door
Gooling System:_
Name: -
Comments:
Date: -
(]II Y OF
REXBURG
clv -. --- .-
A n e rica\ ljafr i ly Co frflutl i fy
P.O Box 280
35 North 1st East
Rexburg, ldaho 83440
Phone (208) 359-3020
Fax (208) 359-3022Review Action
June 27,2012
Permit Number:
Project Name:
Project Type:
Review ltem
12 00289
455 Twisted Willow - SFR
Single Family Residential
Btfllft$Wffi ,.. enl1,:.l11X&
Complies with approved Site Plan Review
Exiting Review
Interior Environment
Energy Conservation Compliance Review
Height and Area Review
Structural Review
Mechanical Review
Parcel #'s RPRWLBE505OO2O
Actions Required for Approval
REScheck is short over 100 sf of glazing.
Resubmit or comply with IRC requirements.
Will need confirmation at inspection of R-
values on solid exterior doors.
Frame around bay window and garage
overhead door per figure R602.10.4.1.1 -
aftached to floor plan.
Floor beam sizes by engineer must be
submitted for framing inspection.
Redesign Roof trusses based on 35 lb roof live
load, not 30.
Approved
06t27t2012
06t27t2012
06t27t2012
06t27t2012
06t27t2012
06t27t2012
0612712012
+5T Ti^ttV
0-1-8
,,, 2-0-0 ,n-
o{12 0p122-o'0 tP4 , 2-04 l, 2-0-0 1,1-10-121 , 1-10-4q-;l-8tr- sdtB = t:o+.2
AI
JXO -
AJ
3xO =
AH AG
4xO =
3x6 =
AF
4x6 =3x6 =
AE AD
JXO rr-
3x4 =
XW
3x6 = 3xO =
DEFL in (loc) l/defl L/d
Vert(LL) -0.18 Y-Z >720 360
vertaTl) -o.25qC-AE >617 240
Ho;(TL) o.o3 X n/a nla
SPACING '1.7-3
Plates Increase 1.00
Lumber Increase 1.00
Reo Stress Incr NO
Code lRC2006/TP12002
LOADING (Psf)
TCLL 40.0
TCDL 10.0
BCLL O,O
BCDL 5.0
PLATES GRIP
MT20 2201195
Weight: 178 lb FT = Oo/oF,'l0o E
Structural wood sheathing directly applied or 6-0-0 oc purlins' exceptLUMBER
TOP CHORD 2x4 DF 1800F 1.6E(flat)
BOT CHORD 2x4 DF 1800F 1.6E(flat)
WEBS 2x4 DF Stud/Std(flat)
BR/\CING
TOP CHORD
end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing'
REACTIONS All bearings 0-5-8 except (jt=length) nQ;O;f-e' AB=0-3-8' - ^. .- -^.
flb)- Maxcrav Ailreactionszbojoort6ssatjoint(s)exceptAK=523(LCB),x=1002(Lca),AG=1229(LC10)'
Rg=t095(LC 3)
FORCES (lb) - Max. Comp./Max' Ten' - All forces 250 (lb) or less except when s!9yl ^ - -
i6i;-crioAo' w-Ana=-a6zo,'v-aN/|=*6i)0, e-t:r+ierg,9-o:1413/0, D-E=-1326/0' E-F=-1326/0'
F-G=0/416, ciri=bllro, r-r-i=blsog, r-.J=-rogo r117, J-K=-1036t117_,K-t=^-1036t1't7 '
r_-M=_103orr ti, rri-r.r=-6ooio, r.t-o=-960/0, o-P=o/1050, P-Q=0/1050, Q-R=-7731644'
R-S=-901/51 1' S-T=-901/51 1' T -U=01724
BoTcHoRDAJ.AK=o/906''A|-AJ=0/1535,AH.A|=0/737,AG-AH=-909/0,AF-AG=.3631572,
AE-AF=_1 17116i0, nrj_nE=olr r e8, AC-AD=0/1 188, AB-AC=-5e/30e' M-AB=-6441773,
Z M=-644t77 3, Y -z=-644t77 3, X-Y = -6OGl 442' W -X=-7 24 I 0
wEBS J-AF=427to,ilno=-zgoto,U-X=-564/0,8-AK=-1005/0'B-AJ=0/568'D-Al=-276l0'
F-Al=}fta2,r-nn:'roaalrj,'rl-AH=0/8'17, l-AG=-1107/0' l-AF=01784' o-AB=-1193/0'
o.Ac=0176?,[/|.nc=-g-Oo/7e,M-AE=.339/O,a-AB=.1214l0'T.X=.931/0'T.Y=0/585'
S-Y=-25210, R-Y=0/399' U-W=0/832
NOTES
i-iUnoaranc"O floor live loads have been considered for this design'
zi Att oiates arc 2>t4 MT2o unless otherwise indicated'
gi This truss is designed in a""oioinc" with the 2006 International Residential code sections R5o2'1 1 1 and R802'10'2 and referenced
standard ANSYTPI 1.
4)Recommend2x6strongbacks,onedge,spacedatl0-0-0 ocandfastenedtoeachtrusswith3-10d(0 131'x3")nails' strongbacKs
,tobeattachedtowa||sattheirouterendsorrestrainedbyothermeans.
5) CAUTION, Do not erect truss backwards
6\ Hander(s) or other connecri-o-n'o"uil"iri"n"rr be provided sufficient to support concentrated load(s) 300 lb down at 38-9-12 on top
",ffiii.'iH;;lii^l."r""lio,i
"iiuch ionnection device(s) is the responsibility of others,_
7) In the LoAD cAsE(S) section', roiJs appii"Jto tn" tace 6t tne truss are noted as front (F) or back (B)'
LOAD CASE(S) Standard
iirioot, r-rniobt Increase=1.00, Plate Increase=1 00
Uniform Loads (Plf)
Vert: W-AK=-8, A-V=-80
Concentrated Loads (lb)
Vert: V=-300(F)
Fr6rEST IFLOOR
0-1-8
tr--a!, 2-o-o 1'. 1-8-4 |PlAF-"q-=]
n-i -R
s*]Jt-r,so.r
3x4 ll
3x6 FP=
DE Ylqlql-dI
DEFL in (loc) l/defl
Vert(LL) -0.13 Q-R >999
vertirl) -0.21 Q-R '48.9
noz(TL) 0.04 N n/a
L/d
360
240
nla
SPACING 1-7-3
Plates Increase 1.00
Lumber Increase 1.00
Reo Stress lncr YES
Code lRC2006nP12002
LoADING (Psf)
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5,0
PLATES GRIP
MT2o 2201'195
Weight: 99 lb FT = O%F ' 1O%E
Structura|woodsheathingdirect|yapp|iedor6-0-0ocpur|ins,exceplBRACING
TOP CHORDhtsH%T"-" 2x4 DF 18ooF 1.oE(rrat)
eor CHOno 2x4 DF 1800F 1 6E(flat)
wees 2x4 DF Stud/Std(flat)
end verticals'
BOT CHORD Rigid ceiling directly applied or 6-0'0 oc bracrng'
REAcT|oNs(|b/size)W=169/0-5.8(min'0-1-8)'T=1095/0.3-8(min.0.1.8),N=639/0.5.8(min.0.1.8)Max UPliftW=-28(LC 3)
rrilii ciavw=z+s'[-c 11, r=tosolLc 5)' N=6a5(Lc a)
i3p"ff"*3,'Hi.31!i;6YlI.J:3;;#l3f#??j'|l$li.?.:t- J.l,!S3,3l3Yl=-'uu',o,H)=-2276t0,,r=-2276t0,J'K=-1e01/0'
K-L=-1 901/0
BoTcHoRDv.w=-207|3'|2,U-v=.207|312,r-U=-207t312,S.T=0/787,R.S=0/2159,Q-R=0/2276,P-a=U2276,o.P=012276,N-O=0/1 153
WEBSB.W=.3411232,Q.T=-74OIo,F-T=.1433/0,F-S=0/1021,H.S=-581/0,H-R=-32l413,1-N=.1280/0,L.o=0/839,J.o=-561/0
NOTES
iitjnu-ur"n."o floor live loads have been considered for this design'
:l l*nh{:r:ll}|t?Hl:?'ntf,'#,]iti3.i"ff! Pi."g'"n prate capabre or withstandins 28 rb uprin at joint w - -
4) This truss is designed i" """oij)^t" *irh ihe 2006 rn,urnriio'n5iHl"iiliiiJ 6oo" sectionJnsoz ti't ani RSoz to'z and referenced
' standard ANSYTPI 1'
s) Recommend 2x6 strongbacks, on edge, spaced at l0-0-0 oc and fastened to each truss with 3-1od (0 131' x 3") nails' strongbacks
-'
ii #
"ii""n"Jto
wallsit their outer ends or restrained by other means'
6) CAUTION, Do not erect truss backwards'
LOADCASE(S) Standard
12-060982
I IU55 \
FTsTEST-Cond'l
ts rYPe
FLOOR 3 1 J
,ob Reference (ootional)
,s,lnc. InuSepz/
0lOEdlMe?bzVJ.
0-1-8
,, 2-5-12 , , 1-34,, 2-0-O ,fiT-,2-0-o,1-1-14,1-1-14
lD :U5Ct2pDa MYQgJAcscwcrpnyrUyv-qvYD2Xbr?su5-
0-9-12 2-0-0 ,0-il-8
S€ld = 1:5'1.1
4xO = 4x6 =
3x6 FP=
IJK
sx6 =
3x10 =
/\AZYX
3xO FP=
4xO - 3x6 =
3x10 =
12-7-8
DEFL in (loc) l/defl L/d
Vert(LL) -0.16 V-W >999 360
Vert(TL) -0.25 V-W >797 240
Hoz(TL) 0.03 S n/a nla
SPAC|NG 1-7-3
Plates lncrease 1.00
Lumber Increase 1.00
Reo Stress lncr YES
Code lRC2006/TP12002
Plate Offsets (X,Y):
:0-1-8
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5.0
LUMBER
TOP CHORD 2x4 DF 2400F 2.0E(flat) 'Except'
f 2: 2x4 DF 1800F'1.6E(flat)
BOT CHORD 2x4 DF 2400F 2.OE(flat).Except'
B2i 2x4 DF 1800F 1.6E(flat)
WEBS 2x4 DF Stud/Std(flat)
14,Edgel, [N:0-1 dgel, IU:0-1-8,0-0-0], [V:0-1 -8,Edgel,
PLATES
MT2O
GRIP
220t195
BRACING
TOP CHORD
Weight: 142 lb FT = 0o/oF,10YoE
tMcrl
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracrng
REACTfONS (lb/size) AF=492l0-5€ (min. 0-1-B),7=128810-3-8 (min.0-1-8), 5=657/0-5-8 (min. O-'l-8),AE=124110-3€ (min.0-1-8)
Max UpliftAF=-S71 (LC 3)
Max GravZ='1289(LC 3), S=658(LC 6), AE=1252(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when show1. -
TOP CHORD B-C=0/957, C-D=0/957, D-E=-561/641, E'F=-561/641, F-G=-379/1030' G-H=0/1479'
H-l=OI'1479,|,-J=411419, J-K=411419, K-L=-1811/0, L-M=-1811/0' M-N=-2368/0'
N-O=-2368/0, O-P=-1951/0, P-Q=-1951/0
BOT CHORD AE-AF=-1511/0, AD-AE=-1551/0, AC-AD=-583/123, AB-AC=-1030/379, AA-AB=-1030/379,
z-AA=-1030/379 . Y-2=419141 , X-Y=41914'l, W-X=0/9s1' V-w=A12272' U-V=0/2368'
T-U=0/2368, S-T=0/1 179
WEBS
NOTES
1) Unbalanced floor live loads have been considered for this design.
2) All plates arc 2x4 MF2O unless otheMise indicated.
3i provide mechanical connection (by others) of truss to bearing plate capable of withstanding 571 lb uplift at joint AF.
4i This truss is designed in accordance with the 2006 lnternational Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
5) Recommend 2x6 strongbacks, on edge, spaced at 1O-0-0 oc and fastened to each truss with 3-10d (0.131'X 3") nails. Strongbacks
to be attached to walls at their outer endE or restrained by other means.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
G An=0/284, l-X=0/650, B-AF=0/1621, B-AD=0/911, D-AD=-842I5, D-AC=-65/491,
E-AC=-26010, F-AC=0/501, G-Z=-110210,t'7=-136410, K-X=-1381/0' K-W=0/98s,
M-w=-54210.M-v=-721377. Q-S=-1309/0, a-T=0/864, O-T=-615/0, B-AE=-1219/0
0-1 -8
, , 2-5-12 , 1-3-4,, 2-0-0
h-l
BC
AE AD
3x4 ll 4x6 =
, 2-0-0 ,1-1-14,1-1-14 Q-9-12 2-0-0 ,0-il-8
Seld'= 1:51.1
4xo = 4xO =
3x6 FP=
IJK
VU
3x4 =
AC AB
3x10 =
AAZYX
3x6 FP=
4xO = 3x6 =
3x10 =
4-3-O 12-7-8 24-6-0
3-13.1 o?-{oo,
- -
I luYis lo1#,-u-ur 11i9il l?-3-lzr ?# F,g;e,q, ,,r 3J;q:o '
DEFL in (loc) l/defl L/d
Vert(LL) -0.2&B-AC >657 360
Vert(TL) -0.43A8-AC >424 240
Hoz(TL) 0.05 S n/a nla
SPACING 1.7.3
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress lncr YES
Code lRC2006/TP12002
LOADING (ps0
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5,0
LUMBER
TOP CHORD
BOT CHORD
WEBS
REACI'IONS
r0-1-8,Edgel, [G:0-1
2x4 DF 2400F 2.OE(flat) *Except'
12: 2x4 DF 1800F 1 .6E(flat)
2x4 DF 2400F 2.0E(flat) "ExcePt.
B.2:2x4 DF 1800F 1.6E(flat)
2x4 DF Stud/Std(flat)
, [O:0-1-8,Edge], [R:0-1
1
BRACING
TOP CHORD
1-8,0-0-01, [V:0-1 1 -8,Edgel,
PLATES GRIP
MT20 2201195
Weight: 142 lb FT = lo/oF,10o/oE
tMcrl
Structural wood sheathing directly applied ot 2-2-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing
(lb/size) AF=572|O-5-8 (min.0-1-8), X=1531/0-3-8 (min.0-1-8)' 5=591/0-5-8 (min.0-1-8)
Max GravAF=627(LC 2), X=1531(LC 1), S=602(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOp CHORD B-C=-1805/0, C-D=-1805/0, D-E=-222410,E-F=-222410, F-G=-1395/377, G-H=-206/890,
H-l=-2061890, t-J=Ql1243, J-K=lt1243, K-L=-1191/0' L-M=-1191/0' M'N=-1972/0'
N-O=-1972/0, O-P=-1736/0, P-Q=-1736/0
BOT CHORD AE-AF=0/1362, AD-AE=0/1363, AC-AD=o/21s0, AB-AC=-377l1395, AA-AB=-377I1395,
Z AA=-97711395,Y-Z=-124310, x-Y='124310,Y-W=011777 , U-v=011972,r-U=011972'
S-T=0/1 065
WEBS N-V=-291l0, F-AB=-328|0, G-AA=0/485, FX=-786/0' B-AF=-145s/0' B-AD=0/539'
D-AD=-386/60, E-AC=-326/0, F-AC=}11147,G-z=-17211A' H-Z=0/336' t-7=01904,
K-X=-1482t0, K-W=0/1108, M-W=-683/0, M-V=0/501, Q-S=-1181/0' a-r=oft52, O-T=-393/7
NOTES
1) Unbalanced floor live loads have been considered for this design
2) All plates arc 2x4 MFaO unless otheMise indicated.
-i fni! tru"" is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
4)Recommend2xOstrongbacks,onedge,spacedatl0-0-0 ocandfastenedtoeachtrusswith3-10d(0.131'X3")nails. Strongbacks
to be attached to walls at their outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
IItllMiTek'
-*.-Iz- 7F1
'/$Ttt,\kd
ilil/atl
MiTek USA' Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676-1 900
Fax 916/676-1909Re: 12-060982
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc' under my direct supervision
based on the parameters provided by BMC West-ldaho Falls, lD'
Pagesorsheetscoveredbythisseal:R35l29332thruR35|29332
My license renewal date for the state of Idaho is August 31,2013.
Idaho COA:853
Lumber design values are in accordance with ANSVTPI 1 section 6.3
These truss designs rely on lumber values established by others'
September ll2012
Tingey, Palmer
The seal on these drawings indicate acceptance of professional engineering responsibilitysolely for the
truss components shown.- The suitabilityand use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI l'
ffi6ttt.Da
BMC WEST (IDAHO FALLS),
0-1-8
,,, 1-10-4 , | 24-0 |
c
ffi-=
IDAHO FALLS, ID 83402
2-3-O
7.350 s Jul '18 2012 MiTek Industries, Inc. Tue Sep 1 1 10i19:17 2012 Page 1
lD:U5Cl2pDaMYQgJAcscwcrpnyruW-qvEqF_fCVJpol OLSZl XTieU0SKZIS?kcEGlSssyeiZe
11-12 ,, 2-O-0 ,, 2-5-4 +9-1?t 24-0 |0-tr8
sel€l3ld=r'
AB
a4 l
a4= 3SFP-
L MN o
AD
20-7-A
GENERAL REPAIR NOTES:
THIS REPAIR lS FOR BRG. @ JT.AH MOVED 8" TO THE LEFT AS SHOWtl.
f
2) ATTACH 15/32'O.S.B OR 1/2" PLYWOOD APA STR. 1, 32l,16 SPAN
RATED SHEATHING, EXP 1 GUSSETS TO EACH SIDE OF TRUSS
wTH 10d NA|LS ( 0.148'X 3.0" ) 1 ROW@ 3" O.C., FOR CHORDS AND WEBS
Plateofsets(X,Y):[K:0.1.8'Edgel'[L:0.1.8,Ed9el'[R:G1.8,Edgel,[S:0-1.8,Edgel,[V:0.1-8'Edgel,:G1-8'o-o-o]'
DEFL in (loc) l/defl ud
Vert(LL) -0.144E-AG >999 360
Vert(TL) -0.23AE-AG >659 240
Hoz(TL) 0.03 W nla nla
SPACTNG 1-7-3
Plates lncrease 1.00
Lumber Increase 1.00
ReD Stress lncr NO
Code lRC2006/TP12002
LOADING
TCLL
TCDL
BCLL
BCDL
(psf)
40.0
10.0
0.0
5.0
PLATES GRIP
MT20 220t195
Weighl: 177 lb FT = 0%F, 100/oE
LUMBER
TOP CHORD 2x4 DF 1800F 1.6E(flat)
BOT CHORD 2x4 DF 1800F 1.6E(flat)
WEBS 2x4 DF Stud/Std(flat)
REACTIONS All bearings 0-3-8 except (jt=length) AJ=0-5-8, \ FG5-8.
(lb)- Maxcrav All reactions250 lborlessatjoint(s)exceptAH=1187(LC3),AJ=858(LC2),AC=1247(LC4),
W=623(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - Allforces 250 (lb) or less except when shown.
TOP CHORD AK-AL=-348/0, A-AL=-3471O, B-C=0/686, C-D=-295t826, D-E=-295l826, E-F=ot17o1,
F-G=0/1699, G-H=0/1699, H-l=-4671370, l-J=4671370, J-K=-7211521, K-L:7211521,
L-M=0/1052, M-N=o/1052, N-O=o/1049, O-P:142110, P-Q=-1421l0, Q-R=-2116/0,
R-S=-21 1 6/0, S-T=-1 81 5/0, T-U=-1 81 5/0
BOT CHORD AJ-AK=-686/0, Al-AJ=-7401171, AH-A|=-1059/44, AG-AH=-684/0, AF-AG=-392/794,
AE-AF=-392I794. AD-AE=-5211721. AC-AD=-5211721, AB-AC=0/494, AA-AB=0/1960,
Z-AA=OI 1960, Y -Z=O121 16, X-Y =4121 1 6, W-X=0/1 1 07
WEBS R-Z=-266/0, B-AJ=-538/0, B-AK=0/789, C-AJ=-654/176, C-Al=-2411284, E-Al=0/569,
E-AH=-1069/0, H-AH=-1239/0, H-AG=O/856, J-AG=-396/24, L-AC=-122O1O, O-AC=-150'!/O,
NOTES O-AB=0/'1081, Q-AB=-642|0, Q-Z=0/450, U-W=-12281O, U-X=0/793, S-X=-474l0
1) Unbalanced floor live loads have been considered for this design.
2) All plates are 2x4 MT20 unless oiherwise indicated.
3) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and R802.10.2 and
referenced standard ANSUTPI 1.
4) Load case(s) 1,2,3,4,5, 6, 7, 8, 9, 10 has/have been modified. Building designer must review loads to verify that they are conecl
for lhe intended use of this truss.
5) Recommend2x6strongbacks,onedge,spacedatl0-0-0 ocandfastenedtoeachtrusswith&10d(0.131"X3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) CAUTION, Do not erect truss backwards.
7) Hange(s) or other conneclion device(s) shall be provided sufficient to support concentrated load(s) 280 lb down at G2-4 on top
chord. The design/seleclion of such connection device(s) is the responsibility of otherc.
8) In the LOAD CASE(S) seciion, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plO
Vert W-AK=-8, A-V=-80
Concentrated Loads (lb)
contin, ewdli figaqr(F)
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-G0 oc purlins,
exceot end verticals.
BOT CHORD Rigid ceiling direclly applied or 6-0-0 oc bracing.
69
QRt9C- ra3b o' p2
September 11,2012
l\ WeRJUrrrc - V*p dalgn pawcta md READ IIDIEE OIY Iffs llID tJtmr,UDED dtEK RAFEREIrcA PAGB bil-747s BEToRB ttSS.
Design volid for uF only wilh MiTek conneclo6. This design is bqsed onv upon poromele6 shoM, ond is forqn individuql building componenl.
Applicobilily of design poromeleF and proper incorporotion of componenl is rsponsibility of building designs- nol tru$ designeL Brqcing shown
is for loterol supporl ol individuql reb membere only. Addilionol iemporory brocing lo insure slqbiliiy dudng consiruclion i5 lhe responsibillity of the
ereclof, Additionql pqmonenl brocino ol the overoll struclure is lhe responsibilily of the building designer. For generol guidonce regordingereclof, Additionql pqmonenl brocing ol the overoll struclure is lhe responsibilily of the building designer. For generol guidonce regording
fobdcolion, quolily control, sfqoge, delivery, ereclion ond brocing, consult ANSrIPII Quqlily Cdldlo, DSI-89 qnd ECSI lulldlng Componenl
Solelylnfqmqllon qvqiloblefromTrussPlotelnstituie,TSlN.LeeSlreel,Suiie312,Alexondrio,VA22314.
ll South€rn Pinc {5P or SPo} lumbcr ii rD€citied, the d,etign vrluer rr€ thole etfective 0610ti20t2 by ALSC or propored by sPlB.
MiTek'
7777 Gr@nback Lane, Suile 109
Citrus H€ights, CA, 95610
Job
1 2-060982
Truss
FT2A
fruss Type
:LOOR
)tv
i 1
R351 29332
evc wEsr (toAHo FALLS), IDAHO FALLS, lD 83'402 201
lD:U5Cl2pDaMYQgJAcscwcrpnyruw-qvEqF-fCVJpolOLSZlXTieU0SKZIS?kcEGlS5syeiZe
LOADCASE(S) Slandard
2) 1st unbalanced Floor: Lumber Increase=1.00' Plate Increase=1.00
Uniform Loads (Plf)
vert: w-AK=-8, A-F=-80, F-V=-16
Concentrated Loads (lb)
Vert: A=-280(F)
3) 2nd unbalanced Floor: Lumber Increase=1 '00, Plate Increase=1 00
Uniform Loads (PlO
vert: w-AK=-8, A-B=-16, B-N:80, N-V=-16
Concentrated Loads (lb)
Vert: A=-15'l(F)
4) 3rd unbalanced Floor: Lumber lncrease=1.00' Plate Increase=1 00
Uniform Loads (Plf)
Vert: W-AK=-8, A-F=-l6, F-V=-80
Concentrated Loads (lb)
Vert: A=-151(F)
5) 4th unbalanced Floor: Lumber Increase='l .00, Plate Increase=1 '00
Uniform Loads (Plf)
Vert: W-AK=-8, A-B=-80, B-F=-16, F-N=-80, N-V=-l6
Concenlrated Loads (lb)
Vert: A=-280(F)
6) sth unbalanced Floor: Lumber Increase=1 00, Plale Increase=1 00
Uniform Loads (plf)
Vert: W-AK=-8, A-B=-16, B-F=-80, F-N=-16, N-V=-80
Concentrated Loads (lb)
Vert: A=-151(F)
7) 1 st chase Floor: Lumber Increase=1 .00, Plate Increase=1 .00
Uniform Loads (Pl0
vert: w-AK=-8, A-B=-16, B-L=-80, L-N=-16, N-V=-80
Concentrated Loads (lb)
Vert: A=-151(F)
8) 2nd chase Floor: Lumber Increase=1.00, Plate Increase=l.00
Uniform Loads (PlO
Vert: W-AK=-8, A-B=-16, B-F=-80, F-K=-l6, K-V=-80
Concentraled Loads (lb)
Vert: A=-151(F)
9) 3rd chase Floor: Lumber Increase=1 .00, Plate Increase=l.00
Uniform Loads (PlO
vert: w-AK=-8, A-B=-16, B-S=-80, S-V=-16
Concentrated Loads (lb)
Vert: A=-151(F)
1O) 4th chase Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (PlO
vert: w-AK=-8, A-B=-'16, B-N=-80, N-R=-l6, R-V=-80
Concenlrated Loads (lb)
Vert: A=-151(F)
77117 Gr€snbsck Lane, Suite 1 09
Citrus Heights, CA, 95610
,1tr wer,ltrIvo - v*1g daign puvrruta rud REIID ITFTES ON fli.ji$ AND trrcLIrDED fiITAKRBPEREI{UA PAGB WL7473 BBTORB IISE
-Tesign
volid for use onty *ith Mir"k connecloF, This design is bosed ont upon poromete-re shoM., ond is foron individuolbuilding componenl'
Appticobitity ot design po,o-ur"o o,ia prop"iincorporc'tlon ot compoireit is iqponsibility of bui|d'hg designer - nol lru$ designs Brocing shoM
;i;;i;i;-i:6p"'t;rfi-tidrcire;;:;6;;-nr,il**1n".,.1":f::y"?ti,i#:,\?i.",Ji,.:l.jjy"::!?i::i:'l#lJJtHJ:'&:15i119""":,9#:Xit'ii.,5;li;:#illiilff;iliin'J".i'JlJri,i-liri.-i t'.i.'p"'",iurt'ty & tt'e brirdins de'.lisnerlor-s€nerorsuidlnce resordins
iiiiiiii6", qir"irtv J"^iioi. sro,os", a"ii;;ry. .L*." ona ur-"ino, .9n:u!! . ANsUrPn Quqiltv cdledd, DsB-89 ond Bcsl Eulldlnq componenl
Soi"t" i"i-i"i,ff""' ovoibbb fro; Truss Plol; Instilute, 781 N. Lee SLeet. Suite 31 2, Alexondrio, VA 22314
fttiiitiil-rrii;iirti sp u sFpl rumoer ii'iii;fii;;, th;d;iidviiuii iii thoie eftective 06.01rzfi2 by ALsc or proposed bv sPlB.
5g
6JagqI9qQ >x: f a'(? zJ==Q 9# e
i=*"5 iE 33^ao?a 1
E o'd Xq ;ils+as E=3.J Est -s
oo+- X
7>6?
E p_x
,*oxXdsX uxYPN
-;-:.
c.-4o
oii
d
5'uisEg-=
i i n !r tlF ;g= eF
I rsi# $F q8=
r gFla E3 dF:ii :rs3 s s*qz i3[fl 3 F*s=?E: F .aA
;q9i - ia+sqli s ?'a'l! o
=6=
='c '< x
oo 6- 6'6'q x oai-=Roc-oOK *n' : o<
u Y<
'-oR
5'6 X(o q<
6-r
^f
JO(D-
=edP=;]-HiFEEQ'qR
3eiEv?d.[88roo'996'0r:6'
I'O -' fxgoo<3,Bg3A36s;g,d ii!:a i
9s1g=
6E@YJ @
"@ \s=
=
sasg884= 9S9e q:
{d a'^elii8roii93E'
;a-9€ 3$.";sd F e qiE
E ri=JER *
ftj Fld gB d8
dq<d a d
-'-f ii -
dqa oQ"o'di 3 <5'o +q
YO XU'g
=
o
mlq.
foo=.
:f
o
o
oJ
o
Joo;'i
\A\
os
$
N
s
tlIA
I
t'o
v2-
7d,d3
:{of
l5'
R?
ot'-d.
I
7
3Ez? nF 8d =8lee?B*ta*:*e ;= I E s; ==;
SEfeFe;Q* na Io =6 ro
s ffEg{ia$iE [$,I ,l e== -fr;el?;Fi ,n a
: q.;*PEb 9' ,i : #S
e l:AAi"cE $ s :t
F #'ilRa$ =*aEg=&fi4t?at$m3
z
C
3cro
=.
5(o
v,
t+o3
TOP CHORD
TOP CHORD
9lo -u.fe
oai(o*
ooqd
-:
1n\l
;{9oxo
_=fs5sc
o
doo+
li
o>t'*o=
;o
Xoug
Hq
-,oi-
{*
xqs.<
.5rbo(ow'o4
\
7
oo
=o-o
a/,orho+
zorr{ror
*+ =; ;+* 9 iE$ ail g€dil
[a 4a E eH [ *gE 3$ 3$E;.
$g i3 g;il EFEfi Eg aErgaf i3 €?d g ;g *a **i$
tq 5i .E[ g ir [g qfl;=i =t s'i 3FE* +E.E d o 6 dd36-
t"F=-
€o'€5E := ndQ S=o! oof -u!a i*g o=n^ o:= o6 lx< Z.Vad d'gE 3* q;f =a=d l,3E oH aq* +in'; .3* f;x **: ;eas; ;+ :.o P96 =<Q= io io al? !:q= =.=. -b9 !aq9[ 33 Zi E1F 3o'rd E1 :3 *+3 i:€il Hil 5: +q? Ea-? *{ d: s99 :9.i ia ss :qa r:
i *a 9e gq q3
Q =ff 9ro Eg .es
F s'9 d'3,:Fo d = o+ E.s - > 1d 3q
" -Y
J
q
NJ9p90:9
>o 6'Q4 !Qg t QO=9, :i2 -0.?6 ? Po<,0 %d E;e. s Ha=r Px.{ ltj; o :+=? eic ,:aE 4 3q?- ejlX =+r 9 lond +;: dee 3 =';€3 33 ia; ; gd
^ gXX \ A!: Qe 9+^s 6'' Ejq= 6= X;ii s 3tdH lDa IYa < i3: P* k:l = Ea yv vi.o * 3; oq gq V g
= 5- lf9 -'A 6X : ox 66 =i * -
x :5 c,, ! !";_ x': iH * Iq ;-g *6 ii o
; ;o ?c o {.iri ur ol + =: 1: sH 4 o= qO ;a 3 s' 6q E* E a6 +A (D :.{d 9
$4-
!." F
a o@x -o
; .s:
: 9A
i =6
x +d'.u !!:j .*=
, Oi 3='
O n(o
E. rll
:2. Y-
= {o< 6:!6O
=90
f oo.
:, '9
z),
( -z )
*7.
IItllMiliek'
281
9li,5 Tt^tbd
td,'ltau:
Re: 12-060982
MiTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 91 6/676-1900
Fax 916/676-1909
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervisionbased on the parameters provided by BMC Weit-tdano falts, tO.
Pages or sheets covered by this seal: R35094300 thru R35094300
My license renewal date for the state of Idaho is August 31,2013.
Idaho COA: 853
Lumber design values are in accordance with ANSI/TPI I section 6.3
These truss designs rely on lumber values established by others.
The seal on these drawings indicate acceptance of professional engineering responsibility solely for thetruss components shown. The suitability and use of this component for any particular building-is theresponsibility of the building designer, per ANSI/TpI 1.
ffi46ts15;
T
Job
12-060982
Truss
FT8
fruss Type
:LOOR
rtv
2 1 R35094300
BMC WEST (IDAHO FALLS IDAHO FALLS, lD 83402 7.350 s Jul 2012 MiTek lndustries Sep 04'13:20:42 2012 PagelD:U5C12pDaMYQgJA6clllcrpnyruW-yQ3S\rVrSAJvnpyNMRomoCDzqcCbEFgsCVftJlaCaygzzz
(2) INSERTEq 4X2 MEMBERS
B
(1) INSERTED 4X2 MEMBER
,0-10-0 ,, 2-0-0'-
D E F3
0rL8
s@b =[}5 7
H
tI'
74-0
GENERAL REPAIR NOTES
THIS REPAIR IS FOR LEFT END CUT 10" AS SHO\A/N.
F 1) tHsenr 4x2 DF Stud/std MEMBERS As sHo\ /N cuT To Ftr
2) ATTACH 1sl32. O.S.B OR 1/2'PLYWOOD ApA STR. 1, 32116 SPANRATED SHEATHING, EXP 1 GUSSETS TO EACH SIDE OF TRUSSwTH 10d NATLS ( 0.148" X 3.0" ) 1 ROW@ 3" O.C., FOR CHORDS AND WEBS
Plate ,Edsel, [:0-1-8,Edqel. [L:0-1-8.Edsel, lM:0-1-8,Edsel, lp:0-1-8,0-1-01. te:O-1-8.0-j-0
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL O.O
BCDL 5.0
SPACING 1-7-3
Plates Increase 1.00
Lumber Increase 1.00
Rep Slress Incr YES
Code |RC2006/TP12002
csl
TC 0.36
BC 0.51
\A/B O.47
(Matrix)
DEFL in (loc) t/defl Ud
Vert(LL) -O.17 M-N >999 360
Vert(TL) -0.26 M-N >716 240
Hotz(TL) 0.05 J nla nta
PLATES GRIP
MT20 220t195
Weight: 72 lb FT = Oo/oF, loo/oE
LUMBER
TOP CHORD 2x4 DF 1800F 1.6E(flat)
BOTCHORD 2x4 DF 1800F 1.6E(flat)
\ /EBS 2x4 DF Stud/Std(flat)
REACTIONS (lb/size) 0=680/0-3-8 (min.0-1-B), J=680/O-5-8 (min.O-1-8)
FORCES (tb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD B-C=-2u4lO, C-D=-2A44,!,D-E=-2szoto, E-F=-2S2otO,F-G=-2034to, G-H=-2034/oBOT CHORD N-O=0/1 225, M-N=0/2461, t-M=\tzs2o, K-L=ot2S2O, J-K=ot1224WEBS B-O=-1359/0, B-N=0/918, D-N=-468/0, D-M=-l371363, H-J=-1358/0, H-K=0/907. F-K=-7O2\O
NOTES
1) Unbalanced floor live loads have been considered for this desiqn.
2) All plates are 2x4 MT2O unless otheMise indicated
3) This truss is designed in accordance with lhe 2006 Internalional Residential Code seclions RSO2.1 1.1 and Rgo2.1O.2 andreferenced standard ANSI/TPl 1.
4) Recommend 2x6 strongbacks, on edge, spaced at 1 0-0-0 oc and fastened to each truss with 3-1 Od (0.1 31,, X 3,,) nails.Strongbacks to be attached to walls at lheir outer ends or restrained by other means.
LOAOCASE(S) Standard
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing dkectly applied or 6-GO oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
k"rdw
September 4,2012
A W'RIYII''G'Yfll? dAigN PMAM AdREAD,IW,IDS ON T'I!6 AND IIfi.LUDEDI'ITE'rRAFER&|WA PAQBI#iI.74?1 BEI]ORB {'SB.
?:i9.,:^'*q,1,'9.l"j.y::ly:11{l*^.:jT_.]9f:-T!i.99:iql ! ?g,d "nry upon po@meietr shoM.. ond is foron individuot buitdins componenr.Applicobilit of design pororelerc ond proper incorporcilio of compoirenl is reponsibitity of buitding design*- ""ri,i,i ili6|Eiil;#a:il*is forlolerolsupporl of individuolreb membetr only...Additionol temporory brochg to insure stooitiry-durinjc-nsiruction is ttre-responsiuilifu-oiifreer€lor.- Addilionol pmonent brocing of the overoll slruclure is fhe responsibility of the building de;ioner.-For oentrol quidonce ioordino
ffiMiTeker€toL Addilionol pmonent brocing- of the overoll struclure is lhe responsibility of lhe building deiigner.-For gendol guidonce iegnioin€;fobricolion, qu_-olily conlrol, sloroge, delivery, e.ecl'pn_md brocing, consufi mtst/rrtt euomi CA;o, DSB.S-t d;d BaSr runalnjEomponenfSafet fnfdmllon. ovoiloble fromlruss ptole Instilute, 781 N. Lee Slreel, Suile 3l Z, lbxonaiq,VA iZ3tl.'il Southern PiIe (5P or sPpl lumbcr i! lpecified, tie dclign vrluer rre thorc effediv;{n,0itbtr oy ltsc or orooorcd b? splB,
7777 Gr@nback Lane. Suite 109
Citrus Heights, CA, 95610
FU,=.<mi
53au=o(, -zlA
zIo2mz
{6z
o >ue O:q -';q*:46 (D -*
A< j ao
*:9- F'o -l;oY;=Y ^ d ".t'l
1u o f o
o o o 6'YQ--= X -
*X J =;'o Yao =.o J -!-.o f
.' -^'.j" :o-x' *uoo+a X
7J6?
o1,I
.q d-Y(g *\
a ?N)
- N=.- -o
5=
c--
!?- F
oii
d
Hs>- l2> H F . F *
,,,::,:E 4F*\E ili[ ,,
l*6..=-€Xq* - = 9F
*Eg;aeg ag€ * *iEH E s a3l si afrg;EilaffiE tqEg ,t$g a EsEe .l fiffi.Fii*ii sffA *aq aigi $ g#
csig gsEg aa -F,D.
' 3- e fa-'
tlIAI]I@
g
3o
v2-
ad,d3
aj=='Oa
oioo
f
J
3F=? e?na =etEb
aE:*+c:qq := #E Eg ==1
?5freEe;$; 3# q I H= *s
s fiaiglfrElE $3 I 'E
?et si**Aee? % g=.qg l:|$['ga r E=t= ah;E+a ! ig4 g:g&sz:3oE6
oo
zc
3uo
-1.
=(o
at,
v,-,lro
3
TOP CHORD
IOP CHORD
=.
o
m)q.
foo
l
nooo
f
o
Joo-
=
!\(,
os
:
N
s
OT
fe6d(o*ooqd
^"O
;{On
-=
fs5s
oo
T
doo=-
5J o>Fa ,fiq
+v i -'6R o:^=
4P Y Od: Xo'
=l Y =
(o+ ;<
=x f va: ed<o a9
*x o-dd-; la
Qo f +x.s aE;9 E;dq qo'
o_? - I9H -l+x o lu
ilq o.o
no u?-9r
90)9S'
+il as [3n 3 g.a3 ng qq
?+ =; ;aE 3 3i€ *fi .a;
[fi. ia ae: [ $+a i* Fa
$f ;E B=.ei e E€i ;fi q:i'l !i *ir e ai; Fe a;
il is lel ;=
"qft
"E=F figan t* =*d a ;: Fe "e
3i=?.$43 :i}; 3
5 [ r* a i,e*'o;
Ed'od3
P
<a
io=i\yo
ds
o':^:;iY
6o?fP
<a
oo
,*T'
JO
c3oo
66Fs"r.-9
?ie3iEe*EH1gi4$Eiies[* g*+*eiuaifEsfr ffiFifiia!s*e ! ii€g'g$gcg; E ii
i**E * l*a l*Y;-6
F F -S
2E I:q E:F '"
<(o a_-6 Q=o =+r FX.{ !t;; o-g *ig gti ag; rgg aaa a;i *r d4q id'l sf 913. U-Fil ca Fi* F= 69 Yx g
fi.iE iC*I !.,+ id! q
o o* =.X ofi FF 33++ ei al;
1g
>'
7
oo
fo-g
c/,o-ro+
zo'+ota
F
Receipt Number:'elopment
t3440
) 359-3022
"
i 1;,ffi --"-'l,i?,;i *;i?""
tt#;;,'ffi
: i*kt#,'i,rffi
l', ; ffi'i''--l'fi:i'tt'-115 l?11
ii, lHI$'ffi
12(
120
';.:t.'Jij
tnil,lj';'f i,l,-q.q
;1,ii1.[i
1S4 . i,',:l
1.'?fifi.llu
t.$*'ill
'qtl-l . 'ltl
i'l*.*'$
rc,i4,5'i
.t1'1'utl
1. *i5
"iI-ii-Jll'1:il
it.llil
ential Fixtures
ng Permit Fee
$260.00
$260.00
$166.58
$260.00
$184.64
$1,700.00
$1,650.00
$800.00
$100.88
$864.57
$317.00
$1,665.75
-$500.00
$65.00
Total:
$260.00
$260.00
$166.58
$260.00
$184.64
$1,700.00
$1,650.00
$800.00
$100.88
$864.57
$317.00
$1,665.75
-$s00.00
$6s.00Construction Se
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
i:Hlilii "ftf"l"jlll
tot'ti;ll. i
t'nttii[[
rEF.fllT* f i:lij.jgcffi
12-031 i'd*iii;
'Jnu Ail"ti llft"iE' fi iiitl liri
ffi-_
CHECK
? ,194 . {;
? "T?4 '41
r'.i " iin
$500.00
$7,794.42
12 00289
2436 $7,794.42
$7,794.42
genpmtrreceipts Page 1 of 1
Receipt Number:{
? hli, .*i;..'lllff t*- .+r-i;ifffi'
r51x.$t)
rfit "uu
it.\itr
Total:$500.00
$ 500.00
JUN r E Zltz
CTY OF REXBURG
genpmtrreceipts Page 1 of 1