HomeMy WebLinkAboutCO, BP & DOCS - 12-00371 - 665 Mill Stream - SFR Heinerctllt {}t
REXBURG.-.--.-.(\'
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Gertificate of Occupancy
City of Rexburg
Department of Community Development
35 N. 1st E. / Rexburg, lD. 83440
Building Permit No:
Applicable Edition of Code:
Site Address:
Use and Occupancy:
Type of Gonstruction:
Design Occupant Load:
Sprinkler System Required :
Name and Address of Owner:
Gontractor:
Special Conditions:
12 00371
International Building Code 2009
665 Mill Stream St
Single Family Residential
Type V, non-rated
N/A
No
Heiner Vance
5550 Tincup Jct Rd
Freedom, WY 83120
Owner/Lessee
Unfinished basement of 1,75O sq. ft.
Occupancy:Residential - 2 units or less, permanent in nature
This Ceftificafe, issued pursuant to the requiremenfs of Section 1ag of the lnternational Buitding
Code, certifies that, at the time of issuance, this building or that portion of the building that was
inspected on the date listed was found to be in compliance with the requirements of the code for
the group and division of occupancy and the use for which the proposed occupancy was
classified.
Date C.O. lssued:
C.O lssued by:
There shall be no further change in the existing occupancy classification of the building nor shall any structural changes,
modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and
approved said future changes.
Fire Inspecr.r, \\lN
P&Z Administrator nJ/A
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Building SofetY DePqrtment
CitY of Rexburg
Phone: 208.372.2326
Fox:208.359.3022
TY OT
RNXBURG
fi&,*"*-""*_"*_
An e rita\ FarnilY (ort*t unitY
35N f iF
Rexburg, lD 83440
SJ le
Seismic Design Category - D
Ground Snow - 50lbs. Per sq' ft'
Frost DePth - 36"
Off .. Hours: Monday-Friday 8:00am-4:00pm
NS t
Roof Snow Load - 35 lbs' Per sq' ft'
Wind Load - 90 MPH
www.rexburg.org
ideR
The following items showld be conpkted beforeStou subnitTour buildingperrzit application'
completion ofa Building PetnitApplication: Youmay print this application from our website
", p;;';P a copy uitite city Hall Annex Building (address above)'
subdiuisions: If you pian to build in a subdivision please check the Rexburg Development code for any
requirements such as, propefty setbacks, ur.hit..to" board approval' ttt' T:lt" information is available ftom the
planning &zontnguipui*.rrt at the Annex Building located at 19 East Main.
New Residential llomes: If your building permit is for a 1:* lo-t'
you will need the parcel number (a parcel
nwmber is the counts's proper! icteutifcation 'hi';;'"'''s';;' "ii1i '4t1'9,11i l"T:,lll:*Tff:i*tiilT'it"li5;T:!:,'i!:::(!;o-:!:KK::,'#;:::;':';:;':;',;:i" :rii ni.T f tl*::n or,he subdivision, phase' and
the lot and block numbers'
Remodels:If you are considering a remodel, a colry of the bid or estimate for the remodel must be submrtted with
the Permrt APPlication'
. 2 sets of Plans are requited (mav need IE'CC Review)'.
. Additions are the same requirelnents as new constructlon'
CI'f Y $F
RAXBURG
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A me rica's llatnily (txn w u ni1,
RESIDENTIAL BUILDING
35 N 1" E,, RE,XBURG,ID 83440
208-372-2326
Plcase Complete the Entirc i\pplicati<ln!
If thc cluestion cloes not apply lill in N,\ f<rr nol applicablc:
PERMIT APPLICATION
We will provide thrrs for you)
L Lor# 73
PARCE,L NUMBE,R:
suBDrvrsroN, 3tcrcbr.\clq(>-uNrr# BLocK#
(Addressins is based on the informationY must be accurate)
b-.[inq L.it' t Parcel A.r.s' , ZBct
CONTACT PHONE, #
PROPERTY ADDRESS:
l1PHoNE #: Home [\ \ft work t -\A cel bofr6toAbaz
OVNER MAILING ADDRESS:.tt1,', ?re*b?3 STATE : \f) 2P,33-:L10
_FAX t.\ lR
APPLICANT (If other than owner) \ O f\gg \r\€\ne{ - ()t t neY
(Applicant if other than owner, a statement authorizing applicant to act as agent for owrier must accompany this application.)
APPLTCANTTNFORMATTON: ADDRESS t>DQ + €*tr (,r *z CITY; fl
srArn; \chlt\o zpba"{'{o EMArL}gtn
PHONE #: Home work h\La cer ?bA %1o '333.L
MAILING ADDRESS:ATE, \b ZW K'WO
PHoNE#:Home l{ttX work lo\A c.u@
e4x--NlR- rDAHo REGISTRATIoN # & EXp. DArE--QIA--
LIow many buildings dre located on this property?
Did you recently purchase this property? E No E Yes (lf yes, list previous owner's name)
Is this a lot split? F^O El Y|S (Plcase bring copy of new legal ofproperry)
I)ROPOSl]D USE:
(i.c., Silglc Frmily Residcncc.FamiJy, Apartme Remodcl, Garage, Commercial, Addition, Etc.)
ApPLICAN'I"S SIGNA-['UIIE,, CERTIFICA'IION AND AU'|FIORIZATION: Under pcnalty of perjury, I hereby certi{' that I have read this
apphcation and srate that the information hcrcin is correct and I swear that any information which may hereafter be given by me in hearings before thc
planling and Zoning Cgrnmission or the City Council for thc City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and
Statc laws relatiflg to the subjcct matter of this applicaticln and hereby authorized representatives of the City to enter upon the abovc-mentioned propcrty
forinspectionsp,rrp,r."r. NO'I'll:'fhebuildingofficialrnayrcvokeapennitonapprovalissuedundertheprovisionsofthe 2003 International(lodein
."r.. .if ^ny fo!/e siat"-"t-tt or misreprescntation of fact in the applicatiol or on the plans on which thc permit or approval was based. Permit void if not
sterrcd withiry'l80 days. frtrmit void if work stops for 180 days
Signature of Ownei/Applicant DATE
WARNING-BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE!
Plan fees are non-refundable and are paid in full at the time of application beginning ka!4J2U5
City of Rexburg's Acceptance of the plan teview fee does not constitute plan approval
r"rBuilding Petmit Fees are due at time of application# xxBuilding Permits are void if your check does not clear#
Building Sofety Depqrtment
Phone: 208.372.2326
Fox: 208.359.3022
RAXSURG
Affidavit of Legal Interest
State ofldaho
County of Madison
I,\crntc \\er Y\ or
Name
upon oath, depose and say;
is also Owner of Record, skiP to B)
Thar I am the record owner.of the property described on the attacfred, and I grant my
permissiont", N\R NIR
Name Address
20
rir \
'
at* '
Being hrst duly sworn
(If Applicant
to submtt the accompanying application pertaining to that property.
/V\
f tg.\ I agree to indemni$r, defend and hold Rexburg City and its employees harmless from any
\-/ claim or liabiJity resulting from any dispute as to the statements contained hetein ot as to the
ownership of the property which is the subiect of the applicatron.
Dated this day of
)lgnarufe
Subscribed and sworn to before me the day and year first above written.
Notary Public of Idaho
Residing at:
a:t 5 5\h (r: *2
Address
tt\\oo-ho
St^*
My commission expires:
www.rexburg.org
Building Sofety Depqrfment
City of Rexburg
Phone: 208.372.2326
Fox:208.359.3022
Property Lines
h,ach site plan rhat is submitted fo rhe City of ltexburg for the lluilding Permit process requires that propertv lines
are shorvl accr.rrarel1,. lt is the l)eveloper's responsibiliry to correc$ identify on the site plan the location of these
lines in reference to the public righrof-rva1,, other a<lioining propert\r lines, the streel, other structutes and all utiliry
lj'es. 'f'he Developer should find property pins that are still available at tire lot in qr:estiou. If these pins do not
exist or have become unrecognizable then a new survey shouid be performed.
r\ccuLatc property line information is a mllst tbr n timely rel,it:v. In acldition to fincling exisring propef|V pins,legal
clescriprigns shoulcl be checkecl. 'I'hc best way ro iclenrifi' property line location is with a lancl sunrey. T'he City of
Rexburg has acrial photos arrcl a pzrrccl line layer that can be checkccl, but the,v are onlv a tool and are not
guzrranteeci for accuracy. If you want to feqlrest a copY of your lot, see the lront coufltcr at thc Comtnunity
f) cvelopment I) epartment.
I have read and understand the above requilctncnts.
Signarure Date
{ o*rl.,r o. X Ruilder:
Printed Name
c11"Y Ol
RXXBT]I{G
ctl&' *-""'-," -
Anrc ficn\ F$rnilv {ammunil.Y
Build Sofety DePortment
www.rexburg.org
City of Rexburg
Phone: 208.372.2326
Fox: 208.359.3022
Remodeling yout Building/Home (need total constructions estimate, excluding fire, electrical, plumbing'
and Mechanical valuationt $ |\)\ F
ctl'Y 0l
REXBURG
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Ar w r i */s Fa u ib ('o n rm u ni t )l
Residential
SURFACE, SQUARE FOOTAGE,: (Shall include the exterior wall measurements of the building)
First Floor er.u \15- [
Second floor/loft area
burng. ur.u {, OO , r ,i
Carp"ort/Deck (30" above grade)Artu \ UXThird floor/loft area
Shed or Barn
Commercial
I
Construction Type: D lR occupancy Type:
SURFACE SeUARtl FOOTAGE: (Shal1 include the exterior wall measutements of the building)
r,.r\ tr-
-\ -,
New Construction rq. n. N\ ft
.t
Commercial Remodel tq. ft. N\ A
Commercial Addition sq' ft. l-l t-t
ln
Utility, Misc. Privat e Garage sq. ft' N>[ Ft
Stotage rq. ft. \)\ P
Mul ti -Fa m ily/ Single S ru d e n t -( ou s iag
sq. ft. per "*, l$ \ ?=
Manager Unit sq. ft. N\ft
Building Sofety DePqrlmenl
Cify of Rexburg
Permit#
,i:*r(*r<*>i<r<***)kx*watef Meter Size:
Plumbing
{)tl
8,q{guRg'
.1r m e i ei F I mi lt' Cu n t t u n itY35 N. 1$ E., Rexburg, Id 83440
OWNER'S NAME,
PROPERTY ADDRE,SS
Water Metet Quantity:
Requircd!!!
Plumbing Contlactor's Name D(
1l
BusinessNu..'.MQ\urn
civh$1-st"t. \D zipEbi'.\z
Fax - t^
(COMMERCIAL/INDUSTRIAL) Total cost of plumbing system (Contracted Amount) $ |\J.l f,
(nc/uttutheco$ofnateiahinsta//edregartl/essofihepar6tsupp/j,ingit.Thefeet/i:ndunderthi:intpectionfpesha//app/1ltoaranda//p/zn
(total cost of s)'stem x 0.02) + 60 = $
( (total cost of s),stem - 10.000) x 0.01) + $260 = $
( (tqtal cost of system - 100.000) x 0.005) + $1,160 = $
l$38 Water Ltne n$65 Sewer & Water- if rnspected at the same trme
66a'.., LlOb N ?? Zto
Cell Phone Business Phone
not :pecifca@ mentioned ekewhere on this fom).
! Up to $L0,000
! Between $10,00L - $100'000
tr Over $100,001
RESIDENTIAL
Ncw: Siagle Family Dwelling, including aII buildings dth wiriag being constucted on each prcpert7. (Based on liuiag space,
sec defrnition below)
n Up to 1,SOO sq ft - g130 K t,SOt to 2,500 sq ft - $195
a 2,l01to 3,500 sq ft - g260 '. 3,501 to 4,500 sq ft - $325
I Over 4,500 sq fi $eZS plus g65 for each additional 1,000 sq ft. or portion thereof ($325 + ($65 x # of additional
1.000 sq. [t. or portion thereo0).
New: Muld-Family Dwelling (Contnctors OaIy)
I Duplex Apartment $260
n Three or more muin-famrly uruts: g130 per building plus $65 per unit: ($130 x # of buildings) + ($65 x # of units)
! Existing Residence, and Detached SLop: $65 fee plus $10 per fixture up to the maximum of the corresponding
sq. ft. of the buildrng ($65 + ($10 x # of fi-xtures))
n Gray Watet Systems: $1110
n Lawn Spdnklers/Backflow Device: $65
I Modulat, Manufactuted or Mobile Flomes: $65 for sewer and water stub connections
n Multipurpose Fite Sptinklet and Domestic Water Supply System: $65 fee or $4 per sprinkler head, whichevet
15 Sreater
Scwet & Water
I $38 Sewer Line
n $65 Sewer turnaround under house (change from septic to ciry)
MISCELLANEOUS
I Plan Check $65 per hour
I Technical Seryice: $65 Pet hour
r Gas Line: $65
n Watet Heater RePlacement: $65
I Requested InsPection: $65
I Hydtonic Heating: $65 + ($10 x # of marufolds/zones)
*Living Space - space within a dwelling unit intended for human habitation which may reasonably be utilized for sleeping, eating, cooking,
, and sanitation purposes. An unfinished basement is considered part of the liwing space.T
'-?lg C- t3CI6f ,/lz3l-l/tz-bathing, washing,
ofLicensed Contractor License number & E date
^a*tz
Building Sofeiy Depqrfment
City of Rexburg
elocK 2
cl'rY {)r
spxeuKq
& tnerim\ {: ututly Cvu mu u i$35 N. 1s E., Rexburg, Id 83440
O\rNE,R'S NAME,
Required!!!Mechanical
Mechanical Contractor's Name \tnre \\unov uusiness,u"-. Nlq -c*ncr
aaa,.,, tbn €: SS Llr lF1- city Stut. \D ziptsE\LtO
Celi Phone Business Phone
n* xt lR s-drherrcrd&s\ e, c5mat\. c.',{'\.t
(COMMERCIAL/INDUSTRIAL) Total cost of plumbing system (ConttactedAmount) $-
(Inclad.u the co$ of mareial: inttalled regarutkts of the par! suppling it. The feet li:ted under thf inQection gpe shall Epl1t to ar1 and all nechanical
installatiorc not rpeufca@ mentioned elsewbere on lhi: forn).
! Up to $10,000 (total cost of system x 0'02) + 60 = $
n Between g10,00L - $100,000 ( (total cost of s)'stem - 10.000) x 0'01) + $260 = $
n over $100,001 ( (_total cost of s)'stem - 100.000) x 0.005) + $1,160 = $
RESIDENTIAL
New: Siagle Family Dwclling, including aII buildings with wiriag being consauctud on each prcpetty. (*Based on liuing space,
see dcrtnition below)
! Up to 1,500 sq ft - $130
a 2,501. to 3,500 sq ft - $260
! Over 4,500 sq ft $325 plus $65
y( t,Sot ro 2,500 sq ft - $195
n 3,501 to 4,500 sq ft - $325
for each additional 1,000 sq ft. or portion thereof
($325 + ($65 x # of addiuonal 1,000 sq. ft' ot portic,n thereoO).
Ncw: Multi-Family Dwelling (Conttacton OaIy)
n Duplex Apartment $260
I Three or more multi-famrly uruts: g130 per building plus $65 per unit: ($130 x # of bLrildings) + ($65 x #"of units)
! Existing Residence, Modulat, Manufactured or Mobile Homes and Detached Shop: $65 fee plus $10 per
x*HVAa equipment being installed up to the maximum of the corresponding sq. ft. of the building
($65 + ($10 x # of tuxtures))
MISCELI-ANEOUS
I Plan Check $65 per hour
n Technical Sewice: $65 pet hour
! Gas Line: $65
! Watet Heatet Replacement $65
I Requested InsPection: $65
I Fireplace/Solid Fuel Burning Appliance: $65 per inspection
*Living Space - space wrthin a dwelling unit intended for human habitation which may reasonably be utilized for sleeping, eating, cooking,
bathin!, washing, recreation, and sanitation purposes. An unfinished basement is considered part of the l-iving space'
**Examples of HVAC Equipment-furnace replacement, solaf, watef heatef, etc.
alr.hoir-
Sigpature of Lic'ensed Contractor License number & Exp. date
ng Sofety Deporlment
City of Rexburg
35 N. 1s E., Rexburg, Id 83440
Phone - (208)359-3020 / Hotline - Q08)372-2344 /Fax- Q08)359-3022
OWNE,R'S NAME
PROPERTY ADDRE,SS
SUBDIVISION -stU !1'5 BLOCK_- 2--PHASE 3 rOr
\C
L
B.,-it# l/ 6C3+ I
F*raonY Pai;t,rer
TY O }
RNXBURG(\, *- -
l,nerics\ Fa m ily (bwmuni4'
Required!l!ELECTRIC'4L
Electrical Contractor's Name Business Name
Address stut. Lb zip8VYn{A
Cell Phone ?D? (3C t\1tp gusiness Phone t{ l[I
F^* N>lR E-"1\retner C\an@, gmctr\.conq
(coMMERCIAL/INDUSTRIAL)TotalcostofelectricalsyStem(ContractedAmount)$-
(Inc/attesthecostofnateia/sinsta//edregard/erofthepa@tuPP0insit,Thefeet/istedunderth*inlpeclionEpetha//app/1,toalEanda//e/e
not rpecifca@ mentioned elsewhere on th* forn).
n Up to $10,000 (total cost of s]'stem x 0.02) + 60 = $
I Between $10,001 - $100,000 ( (.total cost of system - 10,000) x 0.01) + $260 = $
I Over $100,001 ( (total cost of system - 100.000) x 0.005) + $1,160 = $
Small Vorks (Contractors ONL\]: $10 fee for work not exceeding $200 in cost and not involving a change rn
service connections. Does NOT require inspection.
RESIDENTIAL
New: Singlc Family Dwclling, includiag aII buildiags u,ith witiag baing coasttuctcd oa cach property. (*Based on liuiag spacc,
sec dertnition below)
n Up to 1,500 sq ft - $i30 l( t,SOt to 2,500 sq ft - $195
t 2,501to 3,500 sq ft - $260 n 3,501 to 4,500 sq ft - $325
I Over 4,500 sq ft g325 plus 965 for each addiuonal 1,000 sq ft. or portion thereof ($325 + ($65 x # of additional
1.000 sq. ft. or portion thereo0).
Ncw: Multi-Family Dwclling (Contncton OaIy)
n Duplex Apartment $260
I Three or more mulu-famrly units: 91 30 per burldrng plus $65 per unit: ($130 x # of buildings) + ($65 x # of units)
n Existing Residence, Modulat, Manufactured of Mobile Homes, and Detached Shop: $65 fee plus $10 per
branch circuit, up to the maximum of the correspondrng sq. ft. of the building ($65 + ($10 x # branch circuits))
D Central Heating/Cooling Systems: $65 \7hen NOT part of new residential or HVAC permit with no additional
Widng
I Spas, Hot Tubs, and Swimming Pools: $65 fee for each trip to inspect
Pumps-W'atet, bigation, Scwagc (each motor)
! $65 up to 25HP
MISCELLANEOUS
r$95 - 26 to 200HP n$130 ovet 200 HP
! Tempotary Construction Services ONLY: 200 amp or less, one location (for a period not to exceed 1 year) - $65
n Tempotary Amusement: $65 fee plus $10 per dde, concession ot generator
! Itigation Machine: $65 for center pivot plus $10 per tower of drive motor
n Technical Service: $65 per hour
I Plan Check: $65 per hour
r Requested Inspection: $65
*Living Space -within a dwelling unit intended for human habitation which may reasonably be utilized for sleeping, eating, cooking,
recreation, and sanitation pulposes. An unfinished basement is consideted part of the living space.
Signature of Licensed Contractor License number & exp. date Date
bathing,
8
Building Sqfety Deporlmenl
City of Rexburg
Phone: 208.372.2326
Fox: 208.359.3022
SUBCONTRACTOR LIST
CITY OS
REXBURG
A m e rical F omi $, Comn un i$35N l.'E
Rexburg. lD 83440 www.rexburg.org
Excavation & Earthwork:
s -1:r z7Concrete:
Masonry:
Roofing:
InsulaLion:
chDr)'wall:
Plumbing:2o
Heating:6o+_g
Electrical:
Special Construction
(Manufacturer or Supplier)
Roof Trusses:
Floor/Ceiling Joists:
Siding/Exterior Trim:
n-r--.. r-\A{ tfhcr Ivl r-l
!
E.XE,MPTIONS FROM STATE, RE,GISTRATION
As ofJanuary 1,2006, the City of Rexbutg can no longer sell permits without having a copy of your State
registration number or your exemption ftom the State tegistration. Please send a copy of your state registration or
fi.ll out this form showing your exemption and send it with your license renewal or your next permit applicauon.
(This list is a summatizatton of Idaho Code Tide 54 Chapter 5205, for full definitions of these exemptions please
s ee the State's website a t s,'wn'.iboi.idaho. gov / cofl t. htln)
Currently State l-icensed pursuant to Tide 54Idaho Code, Chapters:
3 Architects,
1 0 Electrical Contractors /Journeyman,
1 2 Engineers/Surveyors,
19 Public !7orks Contractors (exempt from fee only registration required),
26 Plumbing/Plumbers,
45 Pubhc Works Construction Management Licensing Act (exempt from fee only registration required), or
50 Installation of heating, ventilation and air conditioning systems
Employee or volunteer of a licensed contractor or part of an educational curriculum or nonprofit chadtable
acuviry wrth no wages or salary
Employee of a US Government agericy (State, City, County, or other municipality)
Public Uultty doing construction, maintenance, or development to its own business
Involved with gas, oil or mineral operations
Supplier doing no installation or fabricating
Contracting a project or projects with a total cost less than $2000
Operauon of a farm or ranch or construction of agticulture buildings exempt from Idaho Building Code
Any rype of water district operations
Work in rural districts for fire prevention purposes
Owner who performs work on own property or contracts with a registered contractor to do work as long as
the property is not for resale within 12 months
Owner or lessee of commercial property perfotming maintenance, tepalt, alteration or construction on that
Pfopeffy
Real estate licensee/property manager acting within Idaho Code
Engaging in the logging industry
Renter wotking on the property where they live with the property owners approval
Construction of a building used for industrial chemical processing per Idaho Code
Construction of a modular building (defined by Idaho Code) to be moved out of state
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I hereby cerufv that the above information is true and correct to
,.1 //t/ u
VntaL( / llt t*
blgnatule
the best of my knowledge.
a Iu \rorr-
Date
Pdnt Name
l0
Building Sofety Depqrtmenl
City of Rexburg
Phone:208.372.2341
Fox: 208.359.3022
ct'fY 0r
RSXBURG
{\.r -***--**"
Amtriui Fatnily *w lnunily35N lstE
Rexburg, lD 83440
OWNE,R'S NAME,
PROPE,RTY ADDRESS
OWNER'S CONTACT PHONE,
O\X,NER'S EN{AIL ADDRE,S S
www.rexburg.org
lD.r-rt#
o|\n
Address ?Dq 5 €it^ t r\ f* L zip ATr4ttb
# of circuits
TWES OF INSTALLATION
(Ncw Residential includcs everything contaiacd within the rcsidcntial sauctute and attachcd garagc at the saac time)
N *1,501
n x3,501
**Over 4,500 sq ft - $325 plus $65 for each additional 1000 sq. ft.:sq ft
*Up to 1,500 sq ft - $130
*2,501. to 3,500 sq ft - $260
F+
ft
to
to
2,500 sq
4,500 sq
- $19s
_ qlr(
I
n
D
D
!
!
!
Existing Residenual (# of Btanch Citcuits) - $65 plus $10 per circuit:
Temporary Construction Service, 200 arnp or less, one location (for aperiod not to exceed 1 year) - $65
Spa, Hot Tub, Swimming Pool - $65 for each trip to inspect
Electric Central Systems Heating andf or CooJing (when not parl of a new residential construction pernil
and no additional wiing) - $65
Modulat, Manufactured or Mobile Home - $65 plus $10 per circuit
Othet Installations: Wiring not specifically covered by any of the above:
Cost of l[tiing dy I-nbor: ,8 (ncladu the cott of rnaleials installed regardlet: of the pary Mpp/1ng it)
Pumps (Domestic Water. IrriEarion. SewaEe): horse Dower
Requested Inspections (of existing wiring) - $65
*Includes a maximum of 3 inspections. Addit-ional inspections charged at requested inspection rate of $65 per hour.
** Includes a maximum of 4 inspections. Additional inspections charged at requested inspection rate of $65 per hour.
n
tr
n
!
Signarure of Home Owner Date
TTOME OWNER'S ELECTRIC,4L PERMIT
Home c)wner's Name \Cf-nrc \\etng'v"
Terr il lZ oo3-71
6bS mi ll Stra'*'
Energy Code:
Location:
Construction TyPe:
Project Type:
Glazing Area Percentage:
Heating Degree Days:
Climate Zone:
Construction Site:Designer/Contractor:
Generated by RESche ck'Web Software
Gom pl iance Certificate
2009lEcc
5i#X?';j#.?lo( H';n..)
New construction
13o/o
8693
6
Owner/Agent:
Compliance: 3.0% Befter Than Code Maximum UA: 337 Your UA: 327
The % Better or WoFe Than Code index reflects how close lo @mplian€ the house is based on code trade-ofi rules.
It DOES NOT provide an estimate of energy usg or cost relative to a minimum€de home'
Ceiling: Raised or Energy Truss
Wall: Wood Frame, 16in. 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: 7.0'
Insulation depth: 8.0'
Window: Vinyl Frame, 2 Pane w/ Low-E
Door: Solid
1750
1926
184
40
20
1712
64
20
14.O
22.0
11.0
0.240
0.350
0.500
0.350
0.350
33
94
44
14
10
103
22
7
0.0
Comptiance Statement: The proposed building design described here is consistent with the building plans, specifications, and other
calculations submitted with the permit application. The proposed building has been designed to meet the 2009 IECC requirements in
REScheck-Web and to comply with the mandatory requirements listed in the REScheck Inspection Checklist.
Name - Title Signature Date
Project Title:
Data filename:
Report date: 121261'12
Page 1 of 1
Mountain Truss & ComPonents
1362 Terrill Drive
Idaho Falls, Idaho 83401
(208) 528-7305 Fax: (208) 528-7882
To:
Sunroc
671 Sorrth Yellcwstone
Rexburg ID
Qu,otation
Job Number: Q8862
Page: 2
Date: 0710611214:20:27Project: Ceorgetown plan Block No:
Model: Lot No:
Conact:Site:Deliver To:
Ceorgetown Pian
Rexburg ID
Account No: 000000146
Designer: I
Salesperson: RobinPettingill
Quote Nunber: Q8862
P.O. Number:
Name:
Phone:
Fu:
208) 356-3'777
Profiie:Qtv:Truss Id:Span:Truss Type;Slope LOH ROH
4 D05
3,f-1 i-08
Special Truss 8.00
,5.0,
0t-00-00
D06 34-l l-0E
Special Truss 6.00
(r.00
0r-00-00
D07
34-1 1 -08
Comnon Truss 8.00
0l-00-00
D08
34-l 1-08
Comnon Truss B.0{
0 l-0c-00
J D09
18-0100
Common Truss 8.0{
)D10
i&0100
Commoa Trus 8.0
0l-00-00
-,"tit\,
.zu i: ,;"
4r.*. .i .- "'a14 .
3 EI
12-0&08
Common Trus 12.00
0l-00-00 0r-00-00
I .'n.
"ro., ,i i\..*/.; :i ;i I i r{ElG
r2-0&08
CABLE 12.0(
0l-00-00 0140-00
./t:<
,J], i }.#;*!
I E2 12-0&08
COMMON 12.0(
"{AIi! i.,-l
I HF.C8
aG02-06
GABLE 21.64
.r{iu.i ::!i:2'i.
il-r.i.i*,l!
I TIF-DOI
10-00-00
CABLE tt-rl
iil
i J1
02-03-10
Jack-Open Truss r2.0(
0l-00-00
I
A'
3 J2
03-07-10
Jack-Opan Truss 12.0(
0l-00-00
,:_,".",^
)J3
04-il-10
lack-Open Truss 12.0(
0r..00-00
2 J4
0G03-r0
Jack-Open Trus l?.0(
0r-00-00
,.4!i
.+9;*5
2 J5
07-07-10
Jack-Opm Truss tz.0(
0t-00-00
..1!'
..,i'i'/r'':-=
JAI
03-05-12
Jack-Open Truss 8.0(
0t-00-00
.-*
J JA2 0tr5-12
Jack-Open Tnss 8.01
0l-00-00
..rrl'i
*11*--."1-.;
2 JA3
09-05-12
.lack-Opeu Truss 8.0r
0l-00-00
(
/r", i 5 M1
08-00-00
Monopitch Truss 12.01
0l-00-00
j 1362 Terrill Drive
I tdano Fatls, Idaho 83401
| (208) s28-738s Fax: (208) s28-7882
I Project: Georgetown plan BlockNo:
4odel: LotNo:
To:
Sunroc
67i South Yellowstone
Rexburg ID
Quotation
Job Number: Q8862
Page: I
Date: 07/0611? 14l.20:21
Contact:Site:Office:I)eliver To:
Georgetcwn Ple-ir
Rexbu;g ID
Acccunt No: 000000146
Designer: /
Salesperson: RobinPettingill
Quote Number: Q8862
P.O. Number:
Name:
Phone:
Fu:
(208) 3s6-3n7
Profile:Qtv Truss Id:Span:Truss Type:Siope LOH ROH
. t'1.,
.#d-".i;;r,
2 A1
r3-0&00
Special Trrss 12.0{
d.0l
0l-0&00 0r-00-00
+,i,,'"i:,
t*yJ-r-i{L.{..
I AlG
t3-08-00
CABLE 12.0t
0l-00-00 0l -00-00
,/11,,
A{r/-',*BI
22-02-08
Special Truss t2.0t,
rl.0!-
0l-?0-00 0l{0-00
BIG
22-02-08
12.0c
t..04
0r-00-00 0l-00-00
82
22-02-48
SPECIAL 12.00
l*'i',.AAft^2 cl 23-00-08
Commoa Truss n.aI
0l-00-00 0r-00-00
I crG 23-00{8
GABLE n-ae
0l-0&.00 0t-00-0c
,A c2 23-00-08
ComonTrus 12.00
0r-00-00
,,i.,.
a,l-.]
i c3 I l-03-08
Monopitcb Truss 12.0{
0t-00-00
t('.dJ;
I c4 il-03-08
Half Hip Truss 12.0t
0l-00-00
',,"|i,#:e c5 1t-03-08
Half Hip Trus 12.0{.
0t-00-00
"q.fri!lX-*}4*
c6 1l-03-08
Half Hip Trus n.ql
0l-00-00
,'ii*:l
:lt..;; 't :t. ,..."..^..*1,,-,r;c7 I t-03-08
Half Hip Truss t2.01
0l-00-00
I c8 ll-03-08
HALF HIP 12.01
0l-00-00
2 CRl
t4-03-15
DIAGONAL HIP 6.6(
0 l-09- r0
I cR2 08-l 1-01
DI,AGONAL HIP 6.6{
0 r-09-10
I D0l 3+I1-08
HIP TRUSS E.0l
0 t-00-00 0r-00-00
effi?x.I D02 34-t l-08
Hip Truss 8.0(
0t-00-00 0l -00-00
-.{.4\)>I D03 34-l t-08
Common Truss
l-0G00 0r-00-00
ldh"5 D04 34-11-08
Common Truss 8.0(
0r-00-00
Mountain Truss & Components
1362 Terrill Drive
Idaho Falls, Idaho 83401
(208) 528-7305 Fax: (208) 528-7882
To:
Sunroc
671 South Yellowstone
Rexburg ID
Quotation
Job Number: Q8862
Page: 3
Date: 07/06/1214:20:32Project: Georgetown plan Block No:
4odel: Lot No:
Contact:Office:Deliver To:
Georgetcwn Plan
Rexburg ID
AccountNo: 000000146
Designer: I
Salesperson: RobinPettingill
Quote Number: Q8862
P.O. Number:
Name:
Phone:
Fax:
208) 356-3777
l-
Profile:Qty Truss Id:Span:Truss Type:Slope LOH ROH
r,"tUi
..9',:*:*ii*I
M2
08-00-00
Monopitch Trus E.0(
0l-00-00
BID GOOD FOR 30 DAYS.
DELIVERY INCLI.JDED.
TAX NOT INCLUDED.
THANK YOIJ FOR YOUR BUSINESS.
Total Truss Price:
Miscellaneous lterns:
Sub Total:
Seiling Price
80-1.0-tE
u?. E f, [F==.iEd+T4N
Member Data
Description: DROP BEAilI
Standard Load:
Dead Load: 10 PLF
Live Load: 40 PLF
MemberType: Beam
Top Lateral Bracing: Continucus
Bottom Laterai Eracing: None
Moisfure Condition: Dry
Deflection Criteria: U360 live, U240 total
Deck Connection: Nailed
Filename: KYBl
Application: Floor
Building Code: IBC/IRC
MemberWeight 10.4 PLF
Other Loads
Type
(Description)
Rephcement Uniform (PLF)
product Data (for t_ p1y of a 2 ply menber)
DBSxAFbFbnIx
in in in3 i-n2 psi psi in4
11.875 1.750 41.L3 20.78r 29AO 2900 244.2r
EI K Live Total Fcperp Emin
LBS. in2 psi psi
488 .4xr-0^5 O. 000 L/360 L/240 ?50 1. OxlO^6
fttD
j)si psi
285 2.OxL}.^6
cna^ifi^
Gravity
0.00
e rules: Imperical ApA LVL check
Pattern: Total Load D Cd: 0.90
All podud nam6a€ lEdemadsof lheiresoedive otme6
,Copright (CI987-2012 by Keyna'k EnteDriseq LLC. ALLRtcl{IS RESERVED,
"Passr€ isdeined 8M/hm the member, ff@rjoi$, beam orgirdet sirom on this dtuing meb appli€bte dqign oitsia brLoads, Loading Conditiong and Spare tiged on this
**:rhe de{tign mu$ be tevimd bya qualifiio oe*gnaor-delgn pofestonal as requied forapdovat. Thisd&gn asme pooua instailatjon a@ding b the manufadus.s
Sfansrlt il fi,r],1
KeyBom(E)4.5lld
lonBearnEngire 4.6J0c
Mabrials Daiabo* 1360
Cv= 1.0013 Ma = 0,# Va = 0#
Faclored Loads Applied:
DistribuEed loads:
0.0000' - 1l-.8125' 0.00 pLf
11.8125' - 22.s623' s50.00 plf
Poi.nt Loads:
Deflection @ 5.9062'; -.0595"
Deflection @ 17.1975r: 0-1230i
XXXXoooo 6-28-t2
3:36pm
6 of6
Bearings and Reactions
Location Type
0'0.000" Wall
11' 9.750' Wall
22' 6.750' Wall
1
2
Material
Douglas-Fir-Larch
Dougles-Fir-Larch
Do,.lolas-Fir-Larch
In0(rt
d-engtNr
? Annr
5.500"
3.500"
I'llin
Rr;quirecl
1.627"
4.588"
1"500"
Gravity
Reaction
?q40t*
i0036#
3236#
GravityueIft
1
Maximum Load Case Reactions
Usd for appling point loads (or line loads) to €rying ffibes
Dead Live
2875F-
7911#
2651#
684#
2125#
584#
Design spans
11' 9.7ffi" 10' 9.000"
II h^^;-- ^-..i*r -r L^-i-- 4 4 II Minimum 1.63" bearing required at bearing # 1 |
I Minimum 4.59' bearing required at bearing # 2 I
I Minimum 1.50" bearing required at bearing # 3 I
I Design assiumes continuous lateral bracing along the top chord. II Desion assumes no lateral bnacing along the bottom chord. It-| |
Allowable Stress Design
Actual Alowabte Capacity Location LoadingPositive Moment 8886.'# 19905.'# 4% 4.72' Odd Spans D+LPositive Unbrcd N/A
Negative Moment 11376;# 19905.'# 57% 11.81' Total load D+L
Negative Unbrcd 11376;# 19452;# 58% 11.81' Total load D+L
Shear 4/56.# 7897.# 56% 11.22' Totaltoad D+LMax. Reaction 10036.# 12852.# 78o/a 11.81' Total load DrLRafter tvVS lnt. NiA
TL Deflect'ron 0.2037' 0.5906" U695 5.32' Odd Spans D+LLL Deflection 0.1726" 0.3938" u821 5.32' odd spans LTL Defl.. Lt N/A
LL Defl.. Lt. IVA
TL Defl., Rt. Nl/A
LL Defl., Rt. N/A
Bare Deflectbn N/A _
Control: Max. Reaction
DON-s: Uve=100% Snow=115% Roof=125% Wind='160%
ManLfacture/s installation guide MUST be consulted for multi-ply connection details and altematives
,., ..i-1,.. All podudnamesaetradema*sof theirGspediveome6
-r!t . :i .:a,:. ..ij:r.;'::*
f'*gAltf.'}fi}"'K.lji ,**nn,(a)t*7-2o12byKe)rna,kEnrerpdscLLc.ALLRlc+TsRESERVED.
"Pasing is defined dwhen lhe mmbs, flotrioid" beam o.gide( shM on this daing metsappli€ble desgn citeda to.Loads Loadiog ConditioB and Sp@ tisted on this$e-L The d€sign mu$ b€ cviMd by a qualified deigns or dq$gn pDf*dond 6 rcqui€d for appoval. This deggn Nm6 pDdud indaiialion aarding !o the manufa(Ar6isscill€to6
KevBeamG) 4.5lld
knB€mEngire 4.600c
Member Data
Description: DROP BEAI\,|
Standard Load:
Dead Load: 10 PLF
Live Load: 40 PLF
XXXXoooo
MemberType: Beam
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: None
Moisfure Condition: Drv
Deffection Criter-ia: tlgOO five, L1240 ta1rtl
Deck Connection: Nailed
Filename: KYBl
Application: Floor
Building Code: IBC/IRC
MemberWeight 15.6 PLF
628-t2
3:33pm
I of9
Other Loads
Type
(Description)
Replacement Uniform (PLF)
..r,. :;:;"r,, Jl',..11:'
All podud nmsac trademadG of thei'Esp€dive ow6
ffa"t#,.F,-fl${.j,'copy,,sht(cIgez-zo't2byKeyna*Enrep.ises.LLc.ALLRrGrrsRESERVED.
"Pasdng is defned as when the membef, tloorjoist beam orgider $tom oo this d€wing meeb appticbte dqiigo sitqia brloads, Loacjing conditions, and spG listed on lhis
SSh;Bfft
t* be €vi*ed bya qualifieo oe$gnaorieign pofelonat aequired forappovar. Thisdisign aGmes pooua rnsaration a@din9 to 11e msnutadus.s
ln 1n
EI
LBS. in2
488.4x1 0^5
Product Data (for 1
sxA
in3 in2
4t.!3 20.78r
K Live Total
0.000 L/360 L/240
p1y of a 3 p1y member)
Fb Fbn Ix
psi psi 1n4
30L5 301-6 244.2I
FcPerp Emin
psi psi
750 1.0x1_0^6
E'\r F
psl psi
285 2.0x10^6
enaai f .i avgev+r 3v
Gravity
0. 00
rules: fmperical ApA LVL check
Patteln: Total Load D Cd: 0.90
XXXX
ooooWryffi*rem
KeyBearn@ 4.51 ld
huBearnEngire 4.600c
spans
16',9.375"17' 0.000"16' 9.375'
Product: 2.0 Rigidlam I-VL 1-314x11-718 3 ply
Minimum 1"61" bearing requircd at bearing # 1
Minimum 4.3" bearing rcquircd at bearing #2
Minimum 4.34" bearing required at bearing # 3
Minimum 1.61" bearing required at bearing #4
Design assumes continuous lateral bracing along the top chord.
Design assumes no lateral bracing along the bottom chord.
PASSES DESIGN CHECKS
ti
ililI
:l'1
ij
Allowable Stress Design
Positive Moment
Positive Unbrcd
Negative Moment
Negative Unbrcd
Shear
Max. Reaction
Rafter lt4/S lnt.
TL Deflection
LL Deflection
TL Defl.. Lt.
LL Defl., Lt.
TL Defl,, Rt.
LL Defl., Rl
Bare Deflection
Actual
19422;#
N/A
23022;#
230?2;#
6668.#
14229.#
N/A
0.6175"
0.5't96"
N/A
NYA
N/A
N/A
N/A
AXlowable
31052;#
31052;#
30654.H
11845.#
19277.#
0.8391"
0.5594"
Capacity
62%
74%
75%
56%
73%
u326u387
Locdion
7.55'
33.78'
33.78',
33.79'
16.78'
43.01'
42.17
Loading
Odd Spans D+L
Adjacent 2 D+L
Adjacent 2 D+L
Adjacent 2 D+L
Adjacent 1 D+L
Odd Spans D+L
Odd Spans L
Control: LL Deflection
DOLs: Live=100% Snor115% Rocf=125o/o Wind=160%
Design assumes a repetitive member use irrrease in bending stress: 4 %
Manufacture/s installation guide MUST be consuhed for multi+ly connection cietails and alternatives
f R o s E B u R G
KcyBatno4.5lld
kntBanEngirc 4.51 lh
VaErialshb€se 1356
lleiner Residence
sRD 579
The Georgetowrr
8-+12
2:28pm
I of I
Member Data
Description: Long SS
Standard Load:
Dead Load: 15 PSF
Live Load: 40 PSF
Bearings and Reactions
Location
0'0.000"
15',5.125"
Maximum Load Gase Reactions
Us€d fd spplyhg poht I6d5 (o. liae loads) 10 €rrying 'lMb6
Dead Lirre
a
2
185#(1 ldph-)494#(309plD
Design spans
15' 5.125'
Member Type: Joist
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Moisture Condition: Dry
Deflection Criteria: U480live, U360 total
Deck Connection: Glued & Nailed
FJ 16.1 SS
Applicatiogr: Floorl
rGravr'tyi udn
i-
t-
Type
Wall
Material
Douglas-Fir-Larch
Input
Length
4.375"
Min
Required
1.750"
.750'
Gravity
Reaston
679#
I
ll ,
Product: 9112" RFPI-4OS 19.2" O.C"
D,eslgn assumes continuous lateral bracing along the top chord,Design assumes continuous lateral bradng along the bottom chord.l-ateral support is requlred d each bearlng.
:
DAEFEOF-----r--
tl :
DESIGN CHECKS
Allowable Stress Deslgn
Posi0ve Moment
Shear
End Reaction
TL Deflection
Actual
2618.V
679.#
679.#
0.5068'
Alowable
2735.W
1120.#
1120.#
0.3142"
0.3857'
Gapacity
95To
600/o
60o/o
u365
Location
7.71',
7.71'
7.71'
l-oading
fotal load D+L
Total load D+L
Total load D+Lilotal load D+L
iT
Contrcl: TL Defleciion
DOLs: Live=l 00% Snow=l 1 5olo Root=12lo/o Wind=1 60%
All ptoduct nam6 sE tsadmaic of their 69€dire m
;"Copyrirht (C)1987-m12 by lq/nrart E'tta|Fis€s, LLC. ALL RTGHTS RESEF|TED.
'6ttt€ ie dqfincd s wtrq lh€ n6nb6, tsjoist bffi or shonn 6 tiis dEulng m@ts d6ign sitqia fs L@&, Leding ConditiG, and a thiE Ei€.{. Th.
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665 Mlll Stream - SFR Heiner
Il-i?loIY
l'
Esti mate. txt
Roof Plane
ui o t-i nes - total Hi p t-i nes,77.02 . (ft)
xo'iizontal Overhanq Lines --rotal-ttorizontal Overhang Lines,185.96,(ft)
Raked overhang t-ines - total Raked overhqng Lines,112.61,(ft)
ni dqe Li nes --total ni dqe Li nes , 110. 32 , (ft)
Roof Area - total noof plane Area,378L.08,(ft2)
val"ley Li nes - total va11ey Li nes , 1-05 .63 , (ft)
eage 1-
4x6 I
4
rJrlrl
Scale = 1:43.5
sc{I
12.OOl'12 2x4
'
B1
11 4.oolil
2x4
82
12 13
11l1
,,
iui ,'''
.ii,'=4]..:
'10
5x8
w4 wa !lirlll
YV? 3x6
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l: Wl "
l7
n B' : IB
5x8 zxa r f'i
2 W1..
dljJ 1
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fl
r ?*l r 1!?! ; 11e-Q3-5-8 6-9-0 3-5-8 l
.p!4eqlfsel!-(xJ:.fe,S-a-1?p-?:8- -Bl
LOADING(psO SPAcING 2-o-o I CSt I DEFL in loc) urlefl | td I ";;;. ""-
LoADTNG(p'O spAcrNG 2-o-o I gg, _
-
f DEFL r r'"C yoen uo I ;ii;;. GRrpTCLL 35.0 i ptates Increase 1.15 i rc 0.18 I vert(Ll) -o.os d-rrj tsgs 360 MT20 22ot1s5
IgP! I I Lumber Increase 1.1s BC 0.18 vertirr_i -0.10 9_10 >e99 ,io--BCLL 0.0 * Rep Stress Incr yEs w.B. g 24 , nori(rLl o.o2 8 n/a nta
J9?! t 9 1 looe tn919onelooz L q"11") wnoiLLy 0.01 e-10 'see zio weisht: s0 rb Fr = 0%
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, exceplend verticals.
BOT CHORD Rigid ceiling directty apptied or 10-0-O oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
i lnstqlqqon guide.
MaxHozll=272(LC S\
Max Uplift1 1=-161 (LC 6), 8=-161 (LC 7)
Max cravl 1 =790(LC 2), 8=790(LC 2)
FORCES (lb) - Maximum Compression/Maximum TensionTOPCHORD 1-2=0n6,2-3=-814t136,9-4=-794t329,4-5=-794t275,5-6=-814l139,6-7=0t76,2-11=-780t204,6-8=-7801164
BOTCHORD 10-11=-280/301, 1O-12=-70t932, 12-13=-70t332,9-13=-70t332.8-9=-7t46
WEBS 4-9=-2051407, 5-9=-287t243, 4-10=-247t407 , 3-10=-287 t242, 2-10=0t463. 6_g=_2.1t463
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantitever
. left and right exposed ; end vertical left and right exposed; Lumber DoL=1.33 plate grip DoL=1.333) This truss has been designed for basic load combinations, which include casei with-reductions for multiple concurrent live loads.4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loabs.5) * This truss has been designed for a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-o-o wide wiil fitbetween the bottom chord and any other members, with BCDL = B.Opsf.6) Bearing at joint(s) 1 1, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verifycapacity of bearing surface.
7) Provide mechanical connection (by others) oftruss to bearing plate capable ofwithstanding 161 lb uptift atjoint 11 and 161 tb uplift atjoint 8.
8) This truss is deggned in accordance with the 2006 International Residential Code sections R502.1 1 .1 and R802.10.2 and referencedstandardANS|/TP| 1.
LOAD CASE(S) Slandard
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6E
BOTCHORD 2X4DF 18OOF 1.6E
WEBS 2X4OF Stud/Std
REACTIONS (lb/size) 11=688/0-5-8, 8=688/0-5-8
Job liruss Truss Type
Q8862 A1G GABLE
Mountain Truss & Componenls, ldaho Falls, lD 83402
12.00 12
tov lptv f Georgeto*nptan/7-6lJR(tD)R
11
I ltqb Refelelce{qplollql)
Aug25201'lPrint:7.250sAug252011MiTeklndustries,lnc. FriJul0614:22:032012Pa}e1Run: 7.250 s
6-10-0
3-4-8
13-8-0 14-8-0
3-5-B '1-o-b-
I D:SHV1 mgNN0gTes9hk0RZTKTz_ol W-yoqYqXl 5Vm6FghlNT_A6_?5QWLBpCdd?LKXtTuz_tAl-1-0-0 3-5-8't-0-0' s-s-6 !10-2-8
3-4-8
4x6 Scale = 1:40.1
4
rhtl
LTJ'
rt'i
l,[,]
w4l
ilir1l[*I
I
Ic)f
I
T1
J
i1't 81
4.0o112
10
5x8 1v o
5x8
sT1
dlR w, u-ffr, 78.1 tr,t 1,,
l-l
6
T-{LE
44
" 3-5-8' 3-s-s I
10-2-8
6-s-o I 1 3-8-0g-55 l
Plateoffsets(x,Y): [440-2-00-o-a1, 1s:o-z-rz,o-2-8l,l1o:o-2-12,0-2-81,117:O-2-O,O-1-O],[25:O-2-O,O-1-O]
LOADING(psf)
TCLL 35.0
TCDL 8.0
SPAC|NG 2-0-0Plates Increase 1.15
Lumber Increase 1 .15* Rep Stress Incr YES
Code lRC2006/TP12002
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6E
BOTCHORD 2X4DF 18OOF 1.6E
WEBS 2X4DFStud/Std
OTHERS 2X4DFStud/Std
REACTIONS (lb/size) 11=688/0-5-8, 8=688/0-5-8
MaxHorzll=272(LC 5)
Max Uplift1 1 =-161 (LC 6), 8=-161 (LC 7)
Max Gravl 1 =790(LC 2), 8=790(Lc 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOPCHORD 1-2=0t76,2-3=-814t136,3-4=-794t329,4-5=-7941275,5-6=-814l139,6-7=0176,2-11=-7801204,6-8=-780/164
BOT CHORD 10-11=-2801301, 10-29=-701332,29-30=-701332,9-30=-701332, B-9=-7146
WEBS 4-9=-2051407 , 5-9=-2871243, 4-10=-2471407. 3-10=-287t242.2-10=ot46g. 6-9=-21t463
NOTES
1 ) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psl h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantiteverleft and right exposed ; end vertical 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 Industry
Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1.4) This truss has been designed for basic load combinations, which include cases with reductions for multiole concurrent live loads.5) All plates arc 2x4 MF2O unless otherwise indicated.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 1 0.0 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 wide will fitbetween the bottom chord and any other members, with BCDL = 8.0psf.
9) Bearing at joint(s) 1 1 , I considers parallel to grain value using ANSIiTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
1 0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 1 1 and | 61 lb uplift atjoint 8.
1 1 ) 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.
l/defl Lld>999 360
>999 240
nla nla>999 240
I ;i;;
i MT2O GRIP
220t195
J cLL 0.0
cDL 8.0
iIL ry":slt',r,,0 lr]!l!::
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, exceptend verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
I Mifer r-ommenda that StaOilizers End required Ciostbiactng
be installed during truss erection, in accordance with Stabilizer
L lls!?llatlolt sltLqg.
,OAD CASE(S) Standard
J-t Truss
Q8862 ler
Mountain Truss & Components, ldaho
frruss fvni
I Special Truss
12.O0"12
3xG
Ftrs, iD 83402 -
-1:0-P 3-s-8
1-0-0 3-5-8
4x6 :Scale = 1:65.7
T]0.!
I
3xo
6
i)t'"'ril
i 3x4
a
ii 4x4
8
lIiin
ii * J 2x4,
w.,on'o ^' Yo,. $ .li, 'l +:
i; 16 17 11
T1
s1l
zwl
I I----t:-i-81lc.t-t
' -83-
13
5x8 i::
14
5xo
1F 4.OOl12
2x4
3-5-8 10-2-8
3-5-8 6-9-0
5x8.: 3x6 =
'13-2-813154 22-2-8' yo-o 6-2Jt2 -B-9< lebre o. trs!!:lLyt. !2toto, 0 - ! ql, r r z: q.so, o-z ji:ils, o-2- r ao-481 6 $q
LoADING(psfl t*"'"U , ol,-n T agTCLL 35.0 plates Increase 1.15 TC 0.56TCDL 8.0 Lumber Increase 1.15 BC 0.31
J3ii 33 ._3:3"'lrEt!!b,.:: | ffiqt.'
DEFL inVert(LL) -0.10
Vert(TL) -0.22
HorzfiL) 0.03
VMnd(LL) 0.01
(loc)
11-12
11-12
11
13-14
I
l
l/defl Ud>999 360
>480 240
nla nla
>999 240
PLATES GRIPMT20 220t195
wlgl! ,uj'l n =0"/:
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6E
BOTCHORD 2X4DF 18OOF 1.68WEBS 2X4DFStud/Std"Except*
W10: 2 X 4 DF 1800F 1.6E
BRACING
TOP CHORD Structural wood sheathing direcily applied or 6-0-0 oc purtins, exceptend verticals.
Rigid ceiling directly applied or 1O-O-O oc bracing, Except:6-0-0 oc bracing: 14-15.
BOT CHORD
\A/EBS 'l Row at midpt 5-13,6-12
I tvtifek recommends that Stabilizels anO iequireO crosa bracins I
i be installed during truss erection, in accordince with StabilizeiInstallation guide.REACTIONS (lb/size) 15=681/0-5-8, 12=s56/0-s-8, 11=560/0-9-8
Max Horz 1 5=404(LC 5)
Max Uptiftls=-133(LC 6), 12=-2a0(LC 6), 1 1=_89(LC 7)Max crav15=827(LC 2), 12=986(LC 2), 11=638(LC 2)'
FORCES (lb) - Maximum Compression/Maximum TensionTOP CHORD 1-2=AF6, )-f,=-!79t146,3-4=-522t106, 4-5=-295t144, 5-6=-270t18s,6-7=-111t13i,7-8=-261t10A,8-9=-388/1 77,9-'1 0=0/76, 2-15=-794h71 , 9-1 1=_438t241BOTCHORD 14-15=-3701419,13-14=-366/610,12-13=-80/339,12-16=-2gt24g,16-17=-2gt24s,11-17=-2st249
WEBS 3-14=-571209,3-13='4571339,5-13=-P8n5,6-14=-199/450,6-12=-684t107,8-12=-273t267,a-11=-171t208.2-14=-65t6ts
NOTES
1) Unbalanced roof live loads have been considered for this desnn.2) \Mnd: ASCE 7-05; 90mph; TcD.L=4.8psf; BcDL=4.8psf; n=25i; ca! ll; Exp c; enctosed; MWFR5 (tow-rise) gabte end zone; cantitever
^. lgl ald right exposed ; end verticat teft and right expbsed; Lumber DoL=1:33 ptate grip bor_=r ss3) This truss has been designed for basic load combinations, which include casei *itn'refuuctions for multiple concunent live loads.4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.5) * This truss has been designed for a live load of 2o.opsJ on the bottom chord in all areas *here a rectangle 3-6-0 tall by 2-o-0 wide will fttbetween the bottom chord and any other members, *ith BCOL = B.opsf.6) Bearing at joinl(s) 15 considers parallel to grain value using ANSI/Til t angle to grain formula. Building designer should verify capacityof bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uptift at joint 15, 240 lb uptift at joint 12and 89 lb uplift at joint 1 1.
8) Tnistruss is deggned in accordancewith the2006 International Residential codesections R502.1.1.1 and R802.10.2 and referencedstandard ANSI/TPI 1.
LOADoCASE(S) Standard
i rruss rype
] GABLE
Run: 7.250 s
-i1-0-0 3-5-8 11-14
1-O-O 3-5-8 ' 7-7-12
12.o0112
2w1
Scale:3/16"=1'
12r
c
*tltii/ryf
rlLlli
l/ ,,"'
/i ]v'
il ,/i
///iilil
rJi,'iid
3x6
6
)T2
YIc
cii
l1lii'1,u
W4
'l
B3
q
Yq
rlil
vlvp
-rflL-
B1 iz
7 4x4sr5 8
III
3xG22-2-8
8:9-4
s+s
Q[zrt
w9 w10
Erlt il itRzrt l' +32 T.,
I 10 '^
Y6
.F
'14
5x6
4.ooli,
1?
cxt'
, 3-5-8 10-2-8
3-5-8 6-9-0
_{qte qlsgts (X}l, tz to- r -o p- tq-f 2i ol-o, o-2-sf, IJ s :[:r 1 2,0 :?.81
5x813-2-8.t3t54' do-o oi]t2
L.ADTNG(p.SO :l*:'il:.",.. ,f;2 , g:,TCI | 35O I Ple Ud
JOU
240
nta
240
lldefl>999
>480
nla
>999
TCLL 35.0 I ptates Increase 1.15 I TC 0.56TCDL 8.0 Lumber Increase 1.15 BC 0.31.-BCLL 0.0 * Rep Stress Incr YES WB 0.47-CDL 8.0 Code tRC2006/Tp12002 ] llr,tatrtx;v-..1
LUMBER
TOP CHORD 2X4DF 18OOF 1,6E
BOT CHORD 2 X 4 DF 18OOF ,1 .6EWEBS 2X4OFStud/Std*Exceot"
W10: 2 X 4 DF 1800F 1.6EOTHERS 2X4DF Stud/Std
L
PLATES GRIP
MT20 220t195
Weight: 201 lb FT = 0%
lrruss
B,IG
Iotv JPlt fGeo@townetan/7:6/JR(lD)R
i1 I 1l
--.-1 - l llsE8efelglce(qptional)
Iul252011 Pinl:7.25O sAug2520ll MiTeklndustries, Inc. Fri Jut dAtt:22:O+ZOt2 iagellD:SHVlm9NNogTesghkoRZTKTz_o1W-Q_OWltJjc4E6HrKZlhhLWCdVFtV4xOJga HefKz tAH
13-2-8 17-6-12 22-2-8 23-2-8
2-1-4 444 4-7-12 1-0-d
4x6 :=
il'[r
li
tllrtr
12
J
ll-,
,!:J'
DEFL in (loc)
Vert(LL) -0.10 11-12
Vert(TL) -0.22 11-12
Horz(TL) 0.03 11
VMnd(LL) 0.01 13-14
WEBS 1 Row at midot 5-13,6-12
i
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, exceptend verticals.BOT CHORD Rigid ceiling directly apptied or 1O-O-0 oc bracing, Except:
6-0-0 oc bracing: 14-1 5.
MiTek recommends that Stabilizers and required cross bracingbe installed during truss erection, in accordance with Stabilizerlnstallation guide.REACTIONS (lb/size) 15=681/0-5-8, 12=855/0-5-8, 11=S5B/o-3-8Max Hoz 15=404(LC 5)
Max Uplift1 5=-1 33(LC 6), 12=-24o(LC 6), 1 1 =-89(LC 7)Max crav15=827(LC 2), t2=986(LC 2), 11=638(LC 2)
FORCES (lb) - Maximum Compression/Maximum TensionTOP CHORD 1-2=0176, 2-3=-8791146,3-4=-522t106, 4-5=-295t144, 5-6=-2701189,6-7=-111t131,7-8=-261t108, 8-g=-gl2t17T ,9-1 0=0/76, 2-15=-794t171 , 9-11=-438t241
BOT CHORD 14-15='370t4'19, 1 3-14=-366/61 0, 1 2-1 3=-80/339, 12-31=-291249,31-32=-2st249, 11-32=-2gt24gWEBS 3-14=-571209,3-13=-4571339,5-13=-128n5,6-13=-199/450,6-12=-6841107,8-12=-279t267.8-11=-i71t208.2-i4=-6't67g
NOTES
1) Unbalanced roof live loads have been considered for this desion.2) wnd: ASCE 7-05; gomph;TcDL=4.8psf; BcDL=4.8pst h=25i; cat. il; Exp c; enctosed; MWFRS (tow-rise) gabte end zone; cantitever
. left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.333) Truss designed for wind loads in the plane of the truss only. For studs exposdO to wirio (normal to the face), see Standard IndustryGable End Details as applicable, or consult qualified building designer as per ANSI/TP| 1.4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.5) Alf plates arc 2x4 MT20 unless otherwise indicated.
6) Gable studs spaced at 2-0-0 oc.
7) This truss has been designed for a 1 0.0 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 wide will fitbetween the bottom chord and any other members, with BCDL = 8.0psf.9) Bearing at joint(s) 1 5 considers parallel to grain value using ANSIiTPI 1 angle to grain formula. Buitding designer should verify capacityof bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joinl 15,240lb upliff at joint
12 and 89 lb upliftat joint 11.
all1 ) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1 .1 and R802.'t 0.2 and referencedI standardANsl/TPl 1.-
LOAD CASE(S) Standard
3-10-'t2
z-46-12 i
12.0032
3x4
16 ,B 17 1812 19
8x12.- 7x1O
3-10-12 7-6-0 , 11-14 13_5_4' sloi2 ' i-14 ' s-z-a ' 2-q-o l
Platebffsets (x,Y): [2:0-0-1 2,0-1-8], [3:O-0-8,0-1-8], [1 1 :o-5-o,o-4-8], [12:o-3-S,0-4-81, tl 3:0-3-8,0-4--81leq-QnselltLU !12:9-0-12.4_L.91: [3:q-o:q,0-1-8], [110;5-0,q181, ti2ao-3-s,q-4-8], [1s_:0.9.,0,07-e!_
LOADING(psf) SPACTNG 2-o-o ] CSt Oerr_ ir
LUMBER BRACINGTOP CHORD 2X4DF 18OOF 1,68 TOP CHORDBOTCHORD 2X6DFSS
Qty Ply GeorgetownPlan/7-6lJR(lD)R
TRUSS 1 J'
Run: 7.2s0 s Aus 25 zollprinr: 7 250 f,rJ:? !;i"i"ri,A[",1t1nil"., Inc. Fri Jur 06 ,t4:zz:06 2012 pase 1lD:SHVl m9NN0gTes9hk0RZTKTZ-o1W-MMWhSZK_ohUqXgUyS6jpcdjmjYShPrPR'llmXkDz_tAF
7-6-0 11-14 , 13-54 17-8-2 22-2-83-7-4 3-7-4 24-O 4-2-14 4-6-6
4x4
4
Scale = 1:65.9
I<l{iN
I 4x6
T1T1
5xo
w10
20 2'l
3x6
o
I?YsY
Ltd
360
240
nla
240
. 4x4-
17-8-2 22-2-8
4-z-1q - a-6-6
2x4 |
LoADtNG(psD SPAC|NG 2-o-0 I CSt DEFL inTCLL 35.0 ' Plates Increase 1.1S TC 0.BB Vert(LL) -0.09
IqPl 9 9 Lumber Increase 1..1s BC 0.49 vert(rl) -0.1s
-gCLL 0.0 ' Rep Srress Incr NO WB 0.82 norj(r[) o.O2
IfCDL 8.0 Code tRC2006/Tpt2002 ] {n4atrtx; I wno(Lly 0.05-t
(loc) l/defl
12-13 >999
12-13 >999
8 n/a
12-13 >999
PLATES GRIP
MT20 220t195
I
] WeiSht 394 lb Fr = 0o/o
Structural wood sheathing directly applied or 6-0-0 oc purlins,
end verticals.
except
WEBS 2 X 4 DF Stud/Std "ExceDt*
W5,W1:2X4 DF 18OOF 1.6E
BOT CHORD Rigid ceiling directly apptied or 1O-O-0 oc bracing.\ /EBS 1 Row at midpt 3-11, 5-10
REACTIONS (lb/size) 14=7639/0-5-8, 10=7065/0-5-8, 8=1319/0-3-8
Max Horz 14=-392(LC 3)
Max Uplift14=-1193(LC 5), 10=-1434(LC 6),8=-181(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-6374ho10,2-3=-4504n91 ,3-4=-22051490, 4-5=-21561527 , 5-6=-10581222,6-7=-1225t187, 1-14=-SSS4ta72,7-8=-1 068/1 39
BOTCHORD 14-15=-549/1018,15-16=-549/1018,13-16=-549/1018,13-17=-92714402,17-18=-927t4402,12-1A=-927t4402,
12-19=-66213131,11-19=-662/3131,11-20=-1921653,10-20=-1921653,10-21=-150n78,21-22=-150n78,9-22=-150t778.
9-23=-1 1 41298, 23-24=-1 1 41298, 8-24=-1 1 4t298WEBS 2-13=-45512780, 2-12=-21211506, 3-12=-94415157 , 3-11=-41661924, 4-11=-616t2683,5-1 1 =-656/3626. S-10=-4572t864.6-1 0=-233127 1, 6-9=-296t21, 1 -1 3=-529t351 2, 7-9=-1 39/493
NOTES
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") naits as follows:Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Boftom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.2) All loads are considered equa.f ly applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. pty to plyconnections 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=4.8psf; BCDL=4.8psf; h=25fl; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gabte end zone; cantiteverleft and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
5) This truss has been designed for a 1 0.0 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 boftom chord in all areas where a rectangle 3-6-0 tall by 2-O-O wide will fitbetween the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 193 lb uptift at joint 14, 1434 tb uptift at joint
10 and 18'l lb uplift at joint 8.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1 .'l and R802.10.2 and referenced
standard ANSI/TPI 1.
fQ !qlSq(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1930 tb down and 316 tb up at
I 0-10-4, 1930 lb down and 316 lb up at 2-10-4, 1930 lb down and 316 lb up at 4-10-4, 1857 lb down and 316 tb up at 6-10-4, i8S7 tb
Vdownand316lbupat S-10-4, 1857 lbdownand316 lbupat 10-104, 1857 lbdownand316lbupat12-10-4,142tbdownand106tb
upat 14-104, l42 lbdownand106 lbupat 16-10-4,and142lbdownand106 lbupat 18-10-4,and142tbdownand106tbupat
2o-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
.Job iTruss lrrussryfa idit lPr
Q8862 B2 SPECTALTRUSS 1 t- Job Referenqe (opli_o,rlqll
Mountain Truss & Components, ldaho Falls, lD 83402 Run: 7.250 s Aug 25 201 1 Print: 7.250 s Aug 25 201 1 MiTek Industries, Inc. Fri Jul 06 14:22:06 2012 Page 2
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IDAD CASE(S) Standard
J) Regular: Lumber Increase=l.15, Plate Increase=1.15
Uniform Loads (plD
Vert: l-4=-86, 4-7=-86, 8-14=-16
Concentrated Loads (lb)
Vert: 11=-1857(8) 15=-1930(8) 16=-1930(8) 17=-1930(9) 18=-1857(8) 19=-1857(8) 20=-1857(8) 21=-142(8)22=4a2(B)23=-1a2(B)2a=-1a2(B)
[Jod ]riuss lTrussType
Q8862 iCt Common Truss
Mountain Tiuss e Cbmpoients, Hiho fa.tts, lD a3aoz I
11 u|,.
",
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l_ 11 4x4
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12111310149s
2x4 ) 4x4 Sxg: 4x4 : 2x4
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REACTIONS (lbl size) 8=1 1 22tO-3-8, 1 2=1 1 22t0-3-8
Max Horz 12=-414(LC 4)
Max Uptift8=-237 (LC 7), t2=-237(LC 6)Max cravs=1 268 (LC 2), 1 2='l 26A(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
Jgl 9H9RD 1-2=0176, 2-3=-.1239t253, 3-4=-s4ots44, 4-5=-s40t344, s-6=]123y253, 6-7=0t76,2-12=-1216t263, 6-s=-1216t262BOT CHORD 11-12=-436t454, 11-'t3=-210t752, 10-16=-210t7s2, toaq=_zgtzsa,g-t',l--zsnsz,8_9=_61/199WEBS 4-10=-2891605,5-10=-3711286,5-9=-261153, 9-10=-371t286,3-11=-26t15;,'2-11=-39/564.6-9=-511564
NOTES
1 ) Unbalanced roof live loads have been considered for this design.z) Yt{no: f99E 7-05; 90mph; TCD.L=4 spsf; qqDL=4.8psi h=25i; cat ll; Exp c; enctosed; MWFRS (tow-rise) gabte end zone; cantitever- tefr and right exposed ; end verticat teft and right expbs6o; tumber ool=r isC braiJliip bbL=r.aa3) This truss has been designed for bas]c load combinations, which include casei *itn"re.,brciions for multiple concurrent live toads.
1l Jllg.tryss has been designed fo_r a 1o.o psf bottom chorcr iive road nonconcriont *iin
"nv'other
rive roads.b) - | nrs truss has been designed for a live load of 20.0psf on lhe bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitbetween the boftom chord and any other members, viritn SCOL = g.Opsf.
6) Provide mechanical conneclion (by others) of truss to bearing plate iapable of withstanding 237 tb uptift at joint 8 and 237 tb uptift at joint
7) Tiis truss-is designed in accordance with the 2006 International Residential Code sections Rso2.1 1.1 and Rg02.1 0.2 and referencedstandard ANSI/TPI 1.
LOAD CASE(S) Standard
-il-o-p 5-10-141-od - 5-ro-rn l
4x4 .Scale = 1:66.7
4
12.00112 Ll.12.00 12 f!l
't2 ll tz
is'o]il i*I 3 ll 5oiilltN. r#ilr il *o lt w4 l111 .1.i. \ I t ll ,,) 4x4 WP I i vfp 4x4
LUMBER BRACINGToP cHoRD 2x 4 DF 1800F 1 6E roP cHoRD structural wood sheathing directly applied or 6-0-0 oc purlins, exceptBOTCHORD 2X4DF 1800F1.6E endverticats.WEBS 2x 4 DF stud/std Bor-cHoRD n'gid Lit-ing oir".uy appried or 1o-o-o oc bracing.WEBS 1 Row at midpt S-10. 3_10
iutt lutt' lGeorsetownPran'-otuR1io1R
]' 'iroo*"r"run""(oDtionar)
Run: 7.250s.Au_g2s2011 pnnt:zzso"nrs2! jo;il'T.i-fi;;..iri'"s,rnc. Fri Jut 06 14:22:06 2012page1lD:SHV1 m9NNogTesghkORZTKTz-o1 W-MMVVhSZK-ohUqXgUyS6jpcdjtnyCHFreRt tmXkDz tAF1l:64 i 17_1_10 23-0-8 -zl_oi_,a "
s-7-6 5-7E 1 s-to-1q 'fi1-it
i uirek reCommends thai Stabiiizeaa and iequired Crossbia-ing
I be installed during truss erection, in accordince with Stabilizer
L lnstallation gqide.
Scale = 1:69.94x4 .
12.00 12I
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25 24 23 22 21 20 19
5x6 -
--
csl
TC 0.80
BC 0.24wB 0.33
(Matrix)
Vert(LL) -0.01 17 nh 120
in (loc) l/defl L/d PLATES
11 1! nt.t 1?g I Mr20
DEFL GRIP
220t195Vert(TL) -0.02 17 nlr 90 iHorz(TL) 0.01 18 n/a nta
Wnd(LL) 0.00 17 nh 90 ] Weignt: t aa lb FT = Oo/o
BRACING
TOP CHORD Structural 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.WEBS l Rowatmidpt 9-24,9-25,t-2A,rc-25, lt-ZZ
REACTIONS (lb/size) 18=169/23-0-8, 30=169/23-0-8,24=170123-0-8, 25=170t23-0-8. 26=169/23-0-8.29=107123-0-8, 23=170t23-O-8, 22=169t23-O-8, 21=167t23-O-A. ZO=179123-O-8.Max Horz30=-4'14(LC 4)
j tttiTeTiecommenOs-nat StatilZers anO rbquireO cross Oi--ing Ibe installed during truss erection, in accordance with Stabilizer
!stal!.?!a!!qiqe I27 =1 67 123-0-8, 28=17 9123-0-6,'19=107123-0-8
LUMBER
TOP CHORD 2X 4 0F 1800F 1.6E
BOT CHORD 2X 4 DF 18OOF 1.6E
\ /EBS 2X4DF Stud/Std
OTHERS 2X4DFStud/Std
FORCES (rb)
TOP CHORD
BOT CHORD
WEBS
NOTES
Max uplift18=-259(!c s), 30=-328(!c a), 25=-85(Lc 6), 26=-142(Lc 6), 27=-133(LC 6), 28=-98(Lc 6), 29=-3a6GC s),23=:83(Lq 4, 22=-143(LC7),21=-132(LC 7), 20=-100(LC 7), 1e=-307(Lc a)Max Gravl 8=370(LC 4), 30=439(LC 5), 2a=469(LC 7),2s=211(LC 1 3), 26=2Oa(LC 2),'27=201(LC 2), 2a=217(LC 13),2s=242(LC $, 23=211(LC 14),22=204(Lc 2), 21=201(Lc 2), 2o=217(LC 14), 1e=203(LC i5)
- Maximum Compression/Maximum Tension
1-2=0176, 2-3=-3751290, 3-4=-2271220, 4-5=-1581218, 5-6=-781240,6-7=-65t252,7-8=-59/345, 8-9=-641392, 9-10=-64t377 ,10-11=-591322,11-12=-171230,12-13=-591218,13-14=-109/169,14-15=-1791172,15-16=-916t231,16-i7=0t76.
2-30=-290 124 1, 1 6- 1 8= -24 0 h 92
29-30=-1321251 , 28-29=-1321251 , 27-28=-1321251 , 26-27=-1321251 , 25-26=-1321251 , 24-25=-132t251, 23-24=-1g2t2'i .22-23=-1 321251, 21 -22=-1 321251, 20-21=-1 32t251, 1 9-20=-132t251, 1 8-1 9=-132t 2519-24=44910, 8-25=-1791104,7-26=-1721163, 5-27=-170t146, 4-28=-182t142, 3-29=-1181200. 10-23=-179t101.1 1 -22=-1721 164, 13-21=-17011 45, 1 4-20=-1821 1 43. 1 5-19=-1 1 1 t192
'1) Unbalanced roof live loads have been considered for this design.2) Wnd: ASCE 7-05; 90mph;TCDL=4.8psf; BCDL=4.8psi h=25ft; Cat. ll; Exp C; enclosed; MWFRS (tow-rise) gabte end zone; cantiteverleft and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
'
3) _Truss designed for wind loads in the plane of the lruss only. For studs exposed to wirid (normal to the face), see Standard IndustryGable End Details as applicable, or consult qualified building designer as ier ANSI/TpI 1.
4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concunent live loads.5) All plates arc 2x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).8) Gable studs soaced at 2-0-0 oc.
I rnp truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.
l) - This truss has been designed for a live load of 2o.opsf on the bottom chord in all areaswhere a rectangle 3-6-0 tall by 2-o-o wide will fitbetween the bottom chord and any other members.
1 1 ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 1 8, 328 tb uptift at joint
30, 85 lb uplift at joint 25, '142 lb uplifr at joint 26, 133 lb uplift at joint 27 , 98 lb uplift at joint 28, 346 lb uplifr at joint 29, 83 tb uptift ai joint
23, 143lb upliftatjoint22, 132 lbupliftatjoint21,100 lbupliftatjoint20and307 lbupliftatjoint19.
12) 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.Continued on page 2
,Trusa rataa ltte io,v Pty Georgerownptan/7-6lJR(tD)R
GABLE 1 1
Job Reference (eptional)Run:7 250' ^'i3,"'-?i';I^ill3r?::3;#:'?;i'H:illlnv'Aiuil';j;li-',1i,';?'1'a',1,13'?1i^?
AD CASE(S) Standard
Job Truss Truss Type
Q8862 1", lcommon Truss
Mountain Truss & Components, ldaho Falls, lD 8340f
5-1 0-14' s-10-74 I
Scale = 1:66.7
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rcDL 8.0 Lumber Increase ]._1! ] sc 0.20 ] vertirl) -0.08 9-10 >999 240-|cLL 0.0. , nepstresstncr vis 1 \E ;;o 1 1!'.i;l ;,;,; ''; -;;
irZr'nr e n code lRc2006iTPl2002 (Matrix) wnollL) o.o2 9 >999 240 I weignt: tss lo FT = o%!7-:- :' I r r l"1 1"("/ ":' ' '1o* r
LUMBER BRACINGToPcHoRD 2x4DF 1800F16E ToPcHoRD structural woodsheathingdirectlyappliedor6-0-0ocpurlins, exceptBOT CHORD 2 X 4 DF 1800F 1 .6E end verticats.WEBS 2X4DF Stud/Std *Except* BOT CHORD Rigid ceitingdirecily apptied or 1O_0_O oc bracingW1:2X4 DF 1800F 1.6E WEBS t RowatmiOpt 4_g,2-g
I MiTek recommenda that
r J-:f- r 11-91 r 1l-1-1o I 23-9,-8 ls-10-14 s-7-6 s-z-6 ' s_ro_in l
Flate Ofrsets (X,Y): [1:Edge,o-1:Ilry-o,o-3-o], [4:o-3-0,0-3-o]-[5:o-3-B,Edge], [9:o-4-0,0-3-o]
-
2-O-O CSI DEFL in (toc) tidefl L/d PLATES GRtp;e 1.15 TC 0.39 Vert(LL) -0.04 9-10 >999 360 MT2O 22}t1gslse L1! I 99 9 ?9 i v€rt(IL) -0.08 s-10 >see 240ilii'-"gi! rut:'t:,".." i';! iB' o 3e g5i,i, .. dt S,."3 issg #B i n'+;." t$i?,,
StaUitizeis anO requireO cross 6racing
erection, in accordance with Stabilizer l
5x8
REACTIONS (lb/size) 1 1 =1 034t0-3-8, 7 ='t 124t0-s-8
I be installed during truss
lnstallation guide.
Max Horz 1 1 =-434(LC 4)
Max Uplift1 1=-190(LC 7),7=-237(LC 7)
Max cravl 1 =1 157(LC z),7=1271(LC 2l
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-12481252,2-3=-9441344,3-4=-9441344, 4-5=-1243t253,5-6=0/76, 1-11=-1105t214, 5-7=-1219t282Bor cHoRD 10-11=-4311459, 10-12=-210ft60,9-12=-210t760, g-13=-2gtzss, 8-1?.=-2sfls8,7-a=-61t201WEBS 3-9=-290161 1, 4-9=-3711286, 4-8=-261152, 2-9=-3791286,2-10=-17t154, 1-10=-44t516,5-8=-511565
NOTES
1 ) Unbalanced roof live loads have been considered for this desion.
2) wind: ASCE 7-05; gomph; TCDL=4 Spsf; BCDL=4.8psl h=25i; Cat. ll; Exp c; enclosed; MWFRS (tow-rise) gable end zone; cantiteverleft and right exposed ; end vertical left and right exposed; Lumber DoL=1.33 plate grip DoL=1.33 '
3) This truss has been designed for basic load combinations, which include case3 with-reductions for multiple concurrent live loads.4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anv other live loabs.5) * 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-o-o wide will fitbetween the bottom chord and any other members, with BCDL = 8.Opsl6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 90 lb uplift at joint 11 and 23T lb uplift atjoint 7.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and R802.1 0.2 and referencedstandard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Q8862
Truss
c3
Mountain Truss & Components,lOatio pilts, tD as402
o
5-'to-14 11-3-8
5-10-14 I s:4-ao
Scale = 1:60.4
PLATES GRIP
MT20 220t195
Weight: 84 lb FT = 0%
Structural wood sheathing directly applied or 6-0-0 oc purlins, exceptend verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 4-5. 3-5
MiTek remmmends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
I l!'stg L!a!iol1 g u id e-
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2x4
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4x4
LOADING(psD
TCLL 35.0
TCDL 8.0
^-BCLL 0.0.trcDL 8.0-
LUMBER
SPAC|NG 2-O-0
Plates Increase 1 .15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
TOP CHORD 2X 4 0F 1800F 1.6E
BOT CHORD 2X4 DF 18OOF 1.6E
WEBS 2X4DF Stud/Std -Except-
W5:2 X 4 DF 1800F 1.6E
REACTIONS (lb/size) 5=504/0-5-8, 7=581/0-3-8
Max HorzT=513(LC 5)
Max Uplift5=-297(LC 5), 7=-8O(LC a)Max Grav5=555(LC 2),7=67s(LC 2\
FORCES (lb) - Maximum CompressioniMaximum TensionTOP CHORD 1-2=0n6, 2-3=-5391175,3-4=-211t204, 4-5=-191t149, 2-7=-625t,t22BOT CHORD 6-7=-5'171397,6-8=-2081268, 5-8=-2081263
WEBS 3-6=-50/209,3-5=-4111314.2-6=-158/313
NOTES
TOP CHORD
BOT CHORD
WEBS
'1) Wind: ASCE 7-05; 90mph; TCDL=4 Spsf; BCDL=4.8psl h=25ft; Cat. ll; Exp C; enclosed, MWFRS (tow-rise) gabte end zone, cantileverleft and right exposed ; end vertical left and right exposed; Lumber DoL=1 .33 ptate grip DoL=1.332) This truss has been designed for basic load combinations, which include case3 with-reductions for multiple concurrent live loads.3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loabs.4) * This truss has been designed for a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-o wide will fitbetween the bottom chord and any other members, with BCDL = 8.0osf.5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 lb uptift at joint 5 and 80 lb uptift at joint
6) 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.
LOAD CASE(S) Standard
csr D.ra in (toc) t/defl L/dTC 0.71 Vert(LL) -0.02 5-6 >999 360BC 0.44 I Vert(TL) -0.04 5-6 >999 240WB 0.16 Hoz(TL) -0.01 5 n/a nta l(Mrtirl ] \Mnd(LL) 0.07 5-6 >ees 240 i
BRACING
lJot firu ss Truss Type
r Q8862 ic+ Hatf Hip Truss' Uouniain frusi a Components, tAano f-lls,lD 8340t
lutt io't jGeorsetotnPlant-6/JR(tD)R't1
Run: 7 250 s^Aus ,r.ro.,i r ",,,,,, , ,*t J??:SiT"ilf#*".iik Inc. Fri Jur 06 14:22:os 20.t2 pase 1ID:sHV1m9NNogTesghtoRzrKTlolw-nxcpsaNs4csoo"cxqenwoclitirei"?orft_eLvr_rnc5-3-12 1o_4-O 1r_s_pii-tz s-o_4 o_11_B
'r1-o-0rro-d
4xB -, 4x4 Scale = 1:56.3
o
12.00[a2 '5
W2
4x4
z . .. L ' -- -
I vr'eu'^/ vvnru(LL, u.ub a-t >999 240 I Weight:gs |b FT=O%LUMBER .. r -
T D^unD^ BRACINGToP cHoRD 2 x 4 DF 18ooF .r .6E ::^v"tuBOT CHOR'D ii I oi iegoi r.ee ToP CHORD Structural wood sheathing directly apptied or 6-0-0 oc purtins, except*EBS 2 x 4 DF stuolsto *Except* Bor cHoRD i[1."i!iffilt; ,"c.y appried or 10-0-0 oc bracing.tm:2x4 DF 1e00F 1.6E r /EBs 1 il;;i;"t,jil. 5_6. 3_6.4_6
iSt:l^f,:",1,r:rds that Stabiiizara ano reqrilrcd cross bracing
] be instalted during truss erection, in accordince with Stabilizei
REACTIONS (lb/size) 6=500/0-5-8, 8=S85/O-3-8 I !!slq!La!!qn gllde
l-l,n-li-tl,ft
ti,,1,[", ,
7
2w1
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5-3-12
jr.1e!re!.-6!-raqlo-qtr,L199:g!,?rqlJ4q-e{,,I1€Eg-3._ia9t"-,qLd = l __.T
LoADTNG(!_'' j sercr'o 2-o.o l=t--:-'-lt.= __,, ,d;;l-l--;=
-
*,-rcLL 35.0 ptates Increase 1.15 i ii g g? i ySn,lrl _o.oC .6_j Jsdg 360 I Mr2o 22ot1ssrcDL 8.0 Lumber Increase r.rs ] .qg o-i]? ] yertilLi _o.oo a_z ,gei, 240 l-icLL 0.0 . i nep srress Incr yEs j wa o.zo .lg'.irrl -o.oi - 6 ii" ila
U!o! ,1 I codetnczooonerzooz I (uit,irj-- j wnolL(; o.oo a-i ,s& 240 I weishr:e5tb Fr=0o/.
Max HorzS=476(LC 5)Max Uplift6=-271(LC 5), 8=-66(LC 6)Max crav6=bsS(LC 2), 8=675(LC 2i
19BC-ES (lb) - Maximum Compression/Maximum Tension
I9t 911919 1-2=0t76,2-3d4s/136, 3:q=-zorhd;.-, i-i=-11st171,5-6=-260/353, 2-a=-634/too.BOT C HORD 7 -8=- 491 | 380, 7 -g= _2o7i 27 S, A_e=_zot' tit swEtss 3-7=-32t204,3_6=_366/297,4-6=472t495,2-T=-145t291
NOTES
I ) Unbalanced roof live loads have been considered for this destgn.2) Wind: ASCE 7-05; 90mph; TCDL=4 Spsf; BCDL=4.8psf; h=ZSi; Car il; Exp C; enctosed; MWFRS (tow-rise) gabte end zone; cantitever^. !91 "lo right exposed ; end verricar reit ano rignt eipbsdo; iumoe'. oor-=r.sa pLt; siip boL=r.sa3) This truss has been desioned for basic toac c'omu-initioni, wnicn inctuoe .as"i *ih"reiuct]ons for multiple concurrent live toads.4) Provide ad.equate drainale to prevent water ponding.c) | nls lruss nas oeen desioned for a 1 0 0 psf bottom ahord live load nonconcurrent with any other live loads.6) . This truss has been deJioned for a liveb;;ito 6;;ri tn" udtt"r .r'"iJ i. lil "'.i#ii,t'ere a rectangte 3-6-0 tal by 2-0-0 wide wi1 fitbetween the bottom chord-and any other members, uiiin CCof = 8.0psf.7) Provide mechanical connection (bi others) of truss to oearing ptate &labte of withstand ing 27.1 lb uplift at joint 6 and 66 tb uptift at joint
t)
],HJ:Ht;i,$?gned in accordance with the 2006 Internationat Residentiat code sections R502.1 1 .1 and R802.10.2 and referenced
LOAD CASE(S) Standard
Job Truss Truss Tvpe Qtv Ply Georgetownplan/7-6lJR(lD)R
1Q8862 l"u Hatf Hip Truss ] ,1 i r ]
Mountain Truss & Components, ldaho Falls, lD 83402 Run: 7.250 s Aug 25 2oi 1 erint: z.2so i ntig 25 2or r MiTei industriea, inC. Fri Jttb6 14:22:10 2ol'2 paae 1lD:SHVlmgNNogTesghkoRZTKTz_o1W-FBmBtwNUrw_FomnjNyotmTtRTAYELqclywkK ZJAB
r1-0-Q 4-7-12 9-0-0 11-3-8't-o-d l-z-t2 - 4-q4 t 2-3-8 i
3x4= Scale=1:50.2
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87
2x4 |4x4
4-7-12 11-3-8
4-7-12 6-7-12
BRACING
TOP CHORD
BOT CHORD
\A/EBS
*11 i,
Structural wood sheathing directly applied or 6-0-0 oc purlins, exceptend verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 5-6, 3-6, 4-6
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordince with Stabilizer
I Insl4lqtion guide-
Ttale On_sets (X, Y) : tl : !;2-0,01 1 - 1 31, [s: Edge, o-.t -Bl, 16:0-2-1 2,0-2-81
LOADTNG(p-sO spActNG 2.0.g ggt DEFL in (loc) t/defl ud I pures GRtpruLL 15 u Plates Increase 1.15 f I9 9.91 1 vert(LL) -0.04 6-t >999 360 MT2o 220/1gs
IgPt qq- i Lumber|ncrease i.1q i ec 0.26 vertirr_) -0.0e 6_7 >sse 240 l' LumDer Increase 1 .1 5 Bc 0.26 vert(Tl) -0.09 6-7 >999 240 lt::-^-tscLL 0.0 ' Rep stress Incr yEs W-e . g 12 Hgrz(TL) -0.01 6 n/a nta
!!} r.o I co11lRcr19T!,:M :L 1114 i wnoiLL) 0.06 6.7 ,gss ,i:_ I *"ln.,rorb Fr=o%
LUMBER
TOP CHORD 2 X 4 DF 18OOF 1.6E
BOT CHORD 2X4DF 18OOF 1.6E
WEBS 2X4DFStud/Std
REACTIONS (lb/size) 6=460/0-5-8, 8=555/0-3-8
Max Horz3=421(LC 5)
Max Uplift'5=-240(Lc s), 8=-91(LC 6)
Max crav6=555(LC 2), 8=675(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0176, 2-3=-549188, 34=-222t155,4-5=-91/136, 5-6=-871155. 2-B=-644t118BOT CHORD 7 -8=-4321329, 6-7=-2001293
WEBS
NOTES
3-7 =- 1 1 I 200, 3-6=-3 1 1 /255, 4-6=-259 I 249. 2-7 = -1 O 1 I 2J3
1) Unbalanced roof live loads have been considered for this deston.
2) \Mnd: ASCE 7-05; gomph; TCDL=4.8psi BCDL=4.8psf; h=25i; Cat. ll; Exp C; enclosed; MWFRS (tow-rise) gabte end zone; cantiteverleft and right exposed ; end vertical left and right exposed; Lumber DoL=1.33 plate grip DoL=1.333) This truss has been designed for basic load combinations, which include casei with-reductions for multiple concurrent live loads.4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anv other live loads.6) . This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangte 3-6-0 tall by 2-o-0 wide will fitbetween the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uptift at joint 6 and 91 lb uplift at joint8.
8) This truss is deslgned in accordance with the 2006 International Residential Code sections R5o2. l 1 .1 and R802.10.2 and referencedstandard ANSI/TPI 1.
LOAD CASE(S) Standard
iJob
Q8862
Mountain TrusJ& Components, ldaho Faits. tD S3?02
Tott fFrt lGeorgeiownPiahlT:6/JR(IDJR
11
I _ I .tob Refererlce (op!io!1?!L
Aug 25 2011 Print: 7.250 s Aug 25 201 1 MiTek Industries, Inc. Fri Jul 06 14:22:10 2012 Page 1
lD:SHVl m9NN0gTes9hk0RZTKTZ_o1W-FBmBIwNUrw_F0mnjNyolmTtSPAZxLnllywkkt_z_lAB
l-*c6 J-*
Ittalt uin r
nun: 7250 s
.1 -0-0tt-b-or 3-11-12
3-11-12
12.ool11 4x4
1 1 -3-8' 3-7i I7-8-0
3-84
4x4 3x6 Scale = 1:44.0
o
o
o
T1
o
@
Io
YlFl
cslTC 0,78
BC 0.22
wB 0.28
(Matrix)
W3
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
Wnd(LL)
ii
ili
]Lt"trF EI-
I
84x4 -
/-6-U7-s-o , 11-3-8r ;;;5-t -6
(roc)
l-6
t-6
o
o-/
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 Row at midot 5-6.4-7
lrlifeX iecommbnOs thbt StaOilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
llcl?llclan s!!9.
7
3x8:
LOADING(psD
TCLL 35.0
TCDL 8.0
SPACTNG 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
in-0.05
-0.1 1
0.00
0.02
l/defl L/d>999 360>999 240
nla nla
>999 240e3b! j3.Rep Stress Incr YES
Code lRC2006/TP12002
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6E
BOTCHORD 2X4DF 18OOF 1.6E
WEBS 2X4DF Stud/Std
BRACING
TOP CHORD
BOT CHORD
WEBS
REACTIONS (lb/size) 6=460/0-5-8, 8=555/0-3-8
Max Hoz8=367(LC 5)
Max Uplift6=-212(LC 5), 8=-109(LC 6)
Max crav6=555(LC 2), 8=675(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOPCHORD 1-2=0176,2-3=-2641146,3-4=-3571128,4-5=-178h51,5-6=-534/195,2-8=-3761211
BOT CHORD 7-8=-220t286, 6-7=-751108
WEBS 3-7=-1871226,4-7=-1621166,5-7=-1871439,3-8--296/158
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-05; 90mph; TCDL=4.8psi BCDL=4.8psf; h=25fr; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
lefi and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
4) Provide adequate drainage to prevent water ponding.
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.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212lb uplift at joint 6 and '109 lb uplift at joint
8.
8) 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.
LOAD CASE(S) Standard
3x6
5
" trti
lll11iffiliillrd
I:. l
Lj6
2x4
T2
-
!!ryctul?l wood sheathing direcfly apptied or 6-0_0 oc purtins, exceprend verticals.
REACTIONS (lb/size) 6=521lo-s-8, 8=562/0_3-8Max HorzS=313(LC 5)Max Uplift6=-188(LC 5), A=-123116 61Max crav6=555(LC 2;, e=675116 2,'
19BC_ES (lb) - Maximum Compression/Maximum Tension
Igt 9!1919 1-2=0n6, z-s=-z9qr\?1,?-a=_sgorr36, a-s=_23rt148,s-6=-s14l1e1, 2_a=_326t1s3BOTCHORD 7-8=-208t287,7-9=-65/88, 6_9=_65i88'WEBS 3-7=-95t179,4-7=-1s7hg7,s-7=-163t387,3_8=-368/103
NOTES
1) Unbalanced roof live loads have been considered for this destgn.2) \Mnd: ASCE 7-05; 90mph; TCDL=4.Opsf; eCDL=a.Spat h=ZSi; Cat il; Exp-C; enctosed; MWFRS (tow_rise) gabte end zone; cantitever^. Lqq ald risht exposed ; end verticar reit and right eipbidoj lumuer ool=r.es p6ie gi,p bbL=r.gs3) This truss has been desioned for basic load ;mbin;iio;s, which include cas"i *itt'"r.,i*iions for multipte conculent live roads.4) Provide adequate drainage to prevent water Dondino.5) This truss has been desioned fo,r a 1o.o psf liottom 6hord live load nonconcurrent with any other live loads.6) - This truss has been deiioned for a liveba;;ro.offii'jir'e oott"r in;il;;ir;;i#tihere a rectangre 3-6-0 ra1 by 2-o-o wide wi1 fitbetween the bottom chord-and any other memberr, uiitn CCof_ = 8.0psf.7) ftovide mechanical connection (by others) of truss to oeiring plate &pable of withstanding 188 lb uplift at joint 6 and 1 23 tb uptift at joint
8) This truss isdesigned in accordancewith the2006 International Residential codesections R502.11.1 and R802.10.2 and referencedstandard ANSI/TPI 1.
LOAD CASE(S) Standard
Rigid ceiling directly apptied or 10-0-O oc bracino.
9I9ll:"-"_rfends that Stabitizers and requirld cross bracing
I be installed during truss erection, in accordince with StabilizerI InSlailatton guidel
5xo Scale = 1:37.6
12.ooV, 4x4
lol*I
4
I'i'1i
f41l,J
I
dI\
J41I
3
T1
W5
-.,' \A/rl
Y !l
Y1 |I lil-' l--- -
fi
8
3x4 -
I
I
I
I
Ltd
360
240
nla
240
(loc) l/defl
7-8 >999
7-8 >999
6 nla
6-7 >999I
7
3x8
I 6-4-0
6-4-0
1L3:8
1--11-8l
DEFL inVert(LL) -0.02
Vert(TL) -0.0s
Horz(TL) 0.00*1G!l oo2
BRACING
TOP CHORD
BOT CHORD
LOADTNG(psf)
TCLL 3s.0
TCDL 8.0
^-BCLL 0.0 .
ICDL 8.0-
SPAC|NG 2-O-OPlates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr yES
Code lRC2006/Tpt2002
cslTC 0.72
BC 0.16
wB 0.22
l:Matrix)
PLATES GRIP
MT20 220t195
Weight: 81 lb FT = 0%
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6EBOT CHORD 2X 4 DF 18OOF 1.6EWEBS 2X4DFStud/Srd
I
Scale = 1:33.14x4 .-
l
t^r2
2x4
4
t "T2ir ,l
, 11-3-8 Ic-J-o
IN
il
'ii
TItl
o
lifi *.
ii,
711
3x8 ,
rdrir r:I
tlI
oil
N
.d
?1l
:
12.o0112
2W1
d
4x4
, 5-0-0i ----s-o-o -- 1
-Bl!!e lffsCtlix,v)ilg : oJs, o-2-a]
LOADING(psO
TCLL 35.0
TCDL 8.0
^o^ll nn *-::: ::-r/uL d.u
- ... !
SPAC|NG 2-O-O
Plates Increase 1.15
Lumber lncrease 1.15
Rep Stress Incr NO
Code lRC2006/TP12002
f-"r'TC 0.66
i Bc 0.07
I \ /B 0.s0
(Matrix)
DEFL inVert(LL) -0.01
Vert(TL) -0.02
Horz(TL) -0.00
VVind(LL) 0.01
PLATES GRIP
MT20 220t195
Weight: 90 lb FT = 0%
(loc) l/defl Ud
7-8 >999 360
7-8 >999 240
6 n/a nla
7-8 >999 240
LUMBER
TOP CHORD 2 X 4 DF 18OOF ,I .6E
BOTCHORD 2X6DFSS
WEBS 2X4DF Stud/Std
REACTIONS (lb/size) 6=701/0-5-8, 9=756/0-3-8
Max Horz9=256(LC 4)
Max Uplift6=-495(LC 4), 9=-287(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0n6, 2-3=-6381282, 3-4=-282t243, 4-5=-281t243,5-6=-6281400, 2-9=-7081308BOT CHORD 8-9=-2841212, 8-10=-2871343,7-10=-287 t343.7-11=-59tT4. 6-11=-59t74
WEBS 3-8=-1071147,3-7=-136n8,4-7=-289h24,5-7=-409/563, 2-8=-233t219
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-05; 90mph; TCDL=4 Spsf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gabte end zone; cantiteverleft and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.333) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.5) * 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-o-0 wide will fitbetween the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uptift at joint 6 and 287 tb uplift at joint
9.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and RBo2.1o.2 and referenced
standard ANSI/TPI 1.
8) Hange(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 62 lb up at 5-O-0. 56lbdownandl40 lbupat 6-0-l2,and56 lbdownandl40 lbupat 8-0-12,and56 lbdownand'l40lbupat 1O-O-l2onbottomchord.
The designiselection of such connection device(s) is the responsibility of others.
9) ln the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber lncrease=1.15, Plate lncrease=l.15
Uniform Loads (pl0
Vert: 1-2=-86, 2-3=-86, 3-5=-86, 6-9=-16
Concentrated Loads (lb)
Vert: 8=-59(F) z=-56(F) 1 0=-56(F) 1 1 =-56(F)
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly apptied or 10-0-0 oc bracing.
Mifek iecommends thai Stabilizers and required cross bracingbe instialled during truss erection, in accordance with Stabilizer
I IclcICtiC! slide-
BRACING
TOP CHORD
Scale = 1:45.0
3xG 17
416
6
I
J
6.66112
3x6 :
15
tl
14
T1
s-5-z
4-7-O
W6
{
3xo
2w1
Jjl1
r
W4
=81
21 2220 1o
0-Q-9 4-10-8
o-il-g 4-9-15
SPAC|NG 1-O-0 CSIPlates Increase 1.15 TC 0.71Lumber Increase 1.15 BC 0,80
i Rep Stress lncr NO I WB 0.52Code |RC2006/TP12002 (Matrix)
23g 24
3x4 ::
5x6 -87
LOADING(ps0
TCLL
TCDL
BCLL
?RN
8.0
0.0 r
Ltd
360240
n/a
240
T
l
I
DEFL in (loc) l/defl
Vert(LL) -0.12 9-10 >999
Vert(TL) -0.16 9-10 >999
Horz(TL) 0.02 I n/a
Wnd(L l 0:11 s-10 ':*
BRACING
TOP CHORD Structural wood
end verticals.
14-3-6 M-A-15' +-g-i6 o4-s
PLATES GRIP
MT20 220t195
Weight: 94 lb FT = 0%
sheathing directly applied or 6-0-0 oc purtins, except
eiii*',1
TOP CHORD 2X 4 DF 18OOF 1.6E
BOTCHORD 2X4DF 18OOF 1.6E
WEBS 2X4DFStud/Std
REACTf ONS (lblsize) 1 1 =1 1 41 tO-8-13, 8=1 751/Mechanical
Max Horz 1 1 =1 92(LC 4)
Max Uplift1 1=-641(LC 5), 8=-1097(LC s)
FORCES (lb) - Maximum Compression/Maximum Tension
joint 8.
6) This truss is
BO.T CHORD Rigid ceiling directty apptied or 7-4-7 oc bracing.WEBS 1 Row at midpt S-8. 4-8
TOP CHORD 2-1 1=-1154t672, 1-2=0142, 2-12=-14261847 , 1 2-1 3=-1 309/81 3 , g-13=-127 1 n7g 3-1 4=-1 064/635, 1 4-1 5=-980/571 ,1 5-1 6=-91 3/569, 4-16=-837 1492, 4-17=-248185, i7 -18=-76t147 , s-1 8=-66/81 , 5-6=-1 /0, s-B=-434i I 3BBOT CHORD 1 1-1 9=-1 93i1 06, 1 9-20=-1 93/1 06, 1 0-20=-1 93/1 06, 1 0-21 =-81 0i 1 1 86 ,21-22=-810t11ti6,22-2g=-810t1186,9-23=-810/1 186, 9-24=-548/868, 24-25=-S4et86B, 8-25=-5481868. 7_8=0/0WEBS 2-10=-7291'1176,3-10=-78190, 3-9=-410t357 , 4-9=-6BstB21 . 4-B=-1434ts03
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psi h=25ft; Cat. ll; Exp C; enctosed; M\ /FRS (low-rise) gabte end zone; canriteverleft and right exposed ; end vertical left and right exposed; Lumber DoL=1.33 ptate grip DoL=1.332) This truss has been designed for a 10.0 psf bottom chord live load nonconcurient with'anv other live loads.3) . 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-o-0 wide will fitbetween the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641 tb uptift at joint 1 1 and 1097 tb uplift at
I is designed in accordanc€ with the 2006 International Residential Code sections R502.1 1 .1 and R802.10.2 and referencedANSI/TPI 1.standard ANSI/TPI 1.
7) Hange(s) or other connection device(s) shall beHanger(s) or olner connecuon devlce(s).shall be provided sufficient to support concentrated load(s) 96 lb down and 8 1 lb up at 3-6-6, 41lb down and 87 lb up at 4-1-12,10'l lb down and 133 lb up at 6-6-10,147 lb down and 6 tb up at 7-1-10, 155 lb down and 175 tb uo at8-11-7,433lbdownat 1o-8-'l4,and2oSlbdownand2lilbupat 1i-4-5,and289tbdowndnd76tbupat 13-9-2ontopcnoio,"'ioioh down and 8 lb up at 3-6-6, 26 lb down and 37 lb up at 4-'l-12, 50 lb down and 32 tb up at 6-6-10, 494 tb down and 346 tb up at7'1'10,73lbdownand3llbupat 8-11-7, 168 lbdownand241 lbupat 10-8-14,and9'6 lbdownand32 lbupat 11-4-5,and114lbdown and 220 lb up at 1 3-9-2 on bottom chord. The design/selection of such connection device(s) is the respbnsibility of others.8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back iB).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=l.15, Plate Increase=1.15
f :: jil"j[:ifloo.,,,u= 0,, u.u=.,,
Vert:5=-230(8) 8=-11a(B) 12=-e6-(F) 1q:-1(B) 14=-101(B) 15=-34(F) 16=-1ss(B) 17=-272(F) 18=-2oB(B) 1e=-26(F) 20=-e(B)21=-28(B) 22=-4s4(F) 23=-a8(B) 2a=-1 68(F) 2s=-67(B)
Jitb '
iirsseBB62 lcR2 ]orncor.rnl Hrp cTRDER j, I .r j
Mountain Truss & components' ldaho Falis, lD 83402 Run: 7 250 s Aus 25.2011 .prinr 7 2so . *J:?:;lit"-i'f"ffitl"r:?1"". Inc. Fri Jur 06 14:22:13 2012 paae 1_1_s_10 rDiSHVlmsNNoszesehkoRzrkrz_o1w-fjRKwyeNsir.rqiiwis+rioivisi'J;tdRfiFd?;
_
. 1,,ffi .r Z.rr"z i ffi _; ;+j l".yrLvv'reLo
2x4 Scale:3/8"=1'
3x6
413
il
6 7
B1
14
-. T1
illt'41l
fil
10
3x4 ,
lj'il+,'i
f lzxt11
T
IYr1
o.ooirz
3x6
Iq
9
I 3x6
w2 :-
I]3x4 tS'O'
19!C^F9_ (b) - Maximum Compression/Maximum TensionToP cHoRD z-1t=-zsz.tj,ll, 1?:9t4?,-2-?--2tat7sa,-s-tz=-a.trcs, .:-13=-a3tso, 4-13=-91ls6, 4-s=-34ts4,s-6=-1l0, 5-8=-4513BOT CHORD 10-11='124!9?, 10-14=-1e11204, ti-t;-fittzoq, 9-15=-181t2Q4,8-s=-47t25,7-A=orcWEBS 2-10=-134t214,3-10=-41100, S_g=-Zt2rt|z,4_g=-1g7t127,4_e=_72t74
NOTES
1) \Mnd: ASCE 7-05; 90mph;.TCDL=4'8psf; BcDL=4.8psi h=25ft; cat tt; Exp c; enctosed; M\ /FRs (tow-rise) gabte eno zone; cantitever^. !91 "F right exposed ; end vertical teit airo rignl eip6ieo; lumber DoL=1.33 ptate qrio DoL=1.332) rhis huss has been desisned ror a 10.0 psr dftom;h;;J'riu" iJr-j no-nil;;ril1.i"iliilny orner rive roaos.3) * This huss has been designed for a live load of zo.ofif on tn" uottor "r'oiJ'iriair areas wnere a rectangre 3-6-0 tall by 2-o-o wide wilr fitbetween the bottom chord and any other members.4) Refer to girder(s) for truss to trussconnections.o :;:11?ffiiilical connection (bv others) of truss to bearing plate capabte of wilhstandins 164 tb uptift at joint 11, s3 tb uptift at joint 8
q
J,:l;J:H1i,3;?3i?:
',. accordance with the 2006 International Residenriat code sections R502.1 1.1 and R802.10.2 and referenced
7) Hange(s) or other connection gevice(s)-shall be provided sufficient-to support concentrated load(s) 96 lb down and 81 tb up at 3-6-6, 4.1fb down and 87 lb up at 4-'l-12, and ioi lb down'and iba to up at o-o-i5,'ino-ilzio oown ano 6 tb up at 7-1-10 ontop chord, and 46 rbdownandSlbupat 3-6-6,26 lbdownand37 lbupat 4-'l-121 and50tbdown"naseloupat o-o-iojanoigaioio*nand346tbupat7-'l '10 on bottom chord- The design/selection of slch connection device(s) is the responsibitity of others.8) In the LoAD cASE(s) section, loais apptieo to tne fice ot t'i tirsrli" n',lido Ir li".iin or back (B).
LOAD CASE(S) Standard1) Regular: Lumber Increase=1.15, plate Increase=l.1SUniform Loads (plD
vert: 1_2=_43, 2_5=_43, 5_6=-8. 7_1 1=_8Concentrated Loads (lb)
Vert: 10=-26(F) 3=-e6(F) g=_aea(F) a=-3a(D e=a|G|) 13=-101(B) 14=_e(B) 1s=_28(B)
-
lJob lrrus- lTiuC--ype
Q8862 loot Htp rRtlssQ8862 ]oo.t HtP TRUSS )1 i a li-_-,-= L- -- -=-f -..l. ,4iloo^ut.ruo*rnntor'LMountain Truss & ComponentsJdaho Fitis. tO AS4o2 - Runa725o a AugF
_.-nn /, R lD:SHVlm9NN0gTes9hk0RZTKTz-olW-7v?i8lR?vSVhUO5UcnshwJ265nqiHUqdtYiyOlz:lA7
ffi ri;q i 4:i!o-13 + -jff;3-t l?ffi r :31.i i ts.q.""l ;jqzq -; li:jif l'il.g;
Scale = 1:62.1
ryI
3x6
I
lllIlllWPll.L'-E3
15
3x4
BRACING
TOP CHORD Structural wood sheathing direcily applied or 3-6-12 oc purlinsBOT CHORD Rigid ceiting direcfly apptied or 1O-O-O oc bracrng.
s1!
d-
4x8
ojj'l
I oo [42
3x6
T14
22
2x4
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code lRC2006/TP12002
17-5-12 , 22-5-8
4-11-12 4-11-12
csl
TC 0.92
BC 0.61
wB 0.73
(Matrix)
3x6
10
4xB
tl
't4
2x4
PLATES GRIP
MT20 220t195
Weight: 522 lb FT = 0%
5x6 ..
I'il
1ltlJl,
t1
.]].l--1
16
6xB
3x8
7"il"
tl
,[
1l
,, [J
18
o
ilrt
_li,'
N
IN
o
3x6
IliIlil\/VBt1vt2
ll
B1€'
21
3x4 .
W6
l=fr
't7 2526
$
.;
o
n?
91I ilL]FI7x1O
*4r'Ii'|,Iryt{1 w2
20
ttx6
,Tl
10
4xo
rflw1L]i.i
7x|O
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL 0.0 .
l/defl L/d>999 360
>999 240
nla nla>999 240e;DL 8.0
UMBER
ToPcHoRD 1-2=0111, l-3=t66-00/2898,3-4=-6504t2922,4-s=-6763t31s4,s-6=-6729t3281,6-7=-ss1st276g,7-8=-s517t2168,
8-9=-6727t328O,9-10=-6761/3153,10-11=_6503/2922,11_12=-6SgBt2AgA,12_13=0t11
BoTcHoRD 2-22=-2402t5171,21-22=-2402t5171,20-21=-29!3t5i604,20-29=-2aselorio,23-24=-2lsat611o,1s-24=-2lsst6110,
1 8-1 9=-2898/61 10, 1 7-1 8=-2898/6 1 10, 17 -25=-289816110, 25-26=-2asalot t b, 16-26=-2ss1t61 1b, t s-r o=-zngSlsoog,1 4-1 5=-2224t 517 O, 1 2-1 4=-2224t 517 0
WEBS 4-22=-4251262, 4-21=-4791712, 5-21=-954t326, 5-20=-947 1278,6-20=-1697/3286 ,7-20=-1367t700,7-18=-724t1472,7-16=-137oft02,8-1 6=-1 697/3285 , 9-16=-346t277, g-15=-352t325, 1O-15=480r12, 1O-14=-425t264
NOTES
1) 2-ply truss to be connected together with 10d (0.131,,x3',) nails as foilows:Top chords connected as follows: 2 X 4 - 1 row at O-9-0 6c.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-S-0 oc.Webs connected as follows: 2 X 4 - 1 row at O-9-O oc.4 lll::::,:'"" "":.?:i*::d^::q.y,i[?!4,1.d-,p.1fl...r,,_9ig"ll jl l"]ggJr fro.lt (F) or back (B).face in ihe LoAD cASE(s) secrion pry to pry
^. connections hav-e been provided to distribute only loads noted as (F) or (B),'uirless otndnrvise indicated3) Unbalanced roof live loads have been considered for this destqn.J, unoatanceo roor ilve toads have been considered for this design.4) Wind: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psi h=25ft; Cat. ll; Exp C; enctosed; MWFRS (tow-rise) gabte end zone; c€rnriteverleft and right exposed ; end vertical left and riqht exposed: Lumber DOL=t.s3 Dtate drib bor =r gs- l_eft and right exposed ; end vertical left and right exposed; Lumber DoL=1:33 ptate grip bot=t.sa5) Provide adequate drainage to prevent water ponding.
TOP CHORD 2X4DF l8OOF 1,6E
BOTCHORD 2X6 DF SS
WEBS 2X 4 DF StudiStd
SLIDER Left 2 X 6 DF SS 2-7-1 1, Right 2 X 6 DF SS 2_7-1 1
REACTIONS (tbl size) 2=4644t0 -5-8, 1 2=4643t0-s-8
Max Horz2=-278(LC 3)
Max Uplift2=-2032(LC s), 12=-2032(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
b) Hrovtoe aoequate dratnage to prevent water ponding.6) This truss has been designed for a 1 0.0 psf bottom ahord live load nonconcurrent with any other live loads.
LOAD CASE(S) Standard
Continued on page 2
7) * This truss has been designed for a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-o wide will fitbetween the bottom chord and any other members, with BCDL = 8.ODsf.8) Provide mechanical connection (by others) of truss to bearing plate iapable of withstand ing 2032 tb uplift at joint 2 and 2032 tb uplift atjoint 12.
9) 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.
0) Hange(s) or other connection. device(s) shall be provided sufficient to support concentrated load(s) 1 735 lb down and 1 1 09 lb up at12-6-0, 368 lb down and 233 lb up at 14-0-12,368 lb down and 233 lb up at 16-0-12, 368 tb down and 233 lb up at 17-5-.12, 36g tbdownand233 lbupat 18-10-12,and368 lbdownand233 lbupat 20-10-12,and1735tbdownand1109tbudat 22-5-8onbottomchord. The design/selection of such connection device(s) is the responsibility of others.
Job Truss Truss Type ety pty Georgetownplan/7-6lJR(lD)Rt-Q8862 D01 ,H|PTRUSS 1 t
MountainTruss&Components'|dahoFa||s,|D834o2Run:7:sosAw2'2oi1erintz'25oiAtig
lD:SHVI mgNN0gTes9hk0RZTKTz_o1 W-7v?i8lR?vBVhUO5UcnshwJ265nqiHUqdtYiyOlz_lA7
OAD CASE(S) Standard
Regular: Lumber Increase=1. 1 5, Plate Increase=1. 1 5Uniform Loads (plf)
Vert: 1 -6=-86, 6-8=-86, 8-1 3=-86, 2-24=-'1 6, 24-25=-56, 1 2-25=-1 6
Concentrated Loads (lb)
Vert: 1e=-368(B) 20=-173s(B) 18=-368(B) 16=-1735(B) 17=-368(B) 23=-368(B) 26=-368(B)
Job liiuss fTruss Type
io,8862 l"T Hip rruss
Mouniain TrGs & domponents, ldaho Fatts, tD 83402
-;r-o-p s-4-5
fn:il s4-5
1 0-5-3' 5-o-i3 I
nun:2250 i
1 5-6-0
5-O-1t r
4x4 -
lQtv lFlt lceoigetownptant-6[R(tD)R
il 1 i
I I LJob(elerence (optional)
Aug252O1'l Print: 7.250sAug252011MiTeklnduslries, lnc. Fri Jul 0614.22:1420'12Page1
lD:SHVI m9NN0gTes9hk0RZTKTz_o1 W-7v?i8lR?vSVhUO5UcnshwJ2FwnsyHYldtYiy0lz_lA7
1.s:Q-8 t 2J$-9 r 2gJ:3 34-11-8 3$-11183-ii-8 ' 5-o-rs I s-o-1a s-4-s i-o-d
I eootrz '$ ft " +f $
i,i
I .r2 i 8
'T2
Jo W7
l: 4x4 ' , 4x4 i
|i 34 w5 v1tl' ylF w5 ',
.,,n,o' tr,
z(
rN^ .. ,tt,,,,, ]
" w,3,
^"'wsl*.r1
s 1 2ry1 yu't tt qz
3
Scale = 1:65.6
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Rowatmidpt 5-17,7-17,8-16,3-20, 10-'13
j Miiek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
I Llst?l!9tion guide.
to 19 21 1822 fi 23 16 2415 2s 14 13
4x4 - 4x4 3xg,, 4x4: 4x4
1 7:10:12 r 15-6-0 19-5-8 27-0-12 , 34-11-8
e!q!.1)!99._(I,v1=J0,o-2-0,9:1:12f, tZ.1-9-o,g:Q-12J
LoADtNG(psD sPAcrNG 2-o-o I ag | orru in (toc) t/defl ". I pLArEs cRtpTCLL 35.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.18 14-16 >999 360 MT20 2201195
TCDL 8.0 Lumber Increase 1 .15 BC 0.47 Vert(TL) -0.31 14-16 >999 240
^D^l-::: :: Rep Stress Incr YES WB o.5O ] HorzCfL) 0.10 13 nta nta
tcpl 8.0 ] cooernczooolerzglz ] ly1r _ ] wnoill) 9ou11I in1, 240
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6E
BOTCHORD 2X4DF 18OOF 1.6E
WEBS 2X4DFStud/Sld*ExceDtt
W1:2X4 DF 1800F 1.6E
REACTIONS (lb/size) 20=1691/0-5-8, l3=1695/0-5-8
Max Horz20=-358(LC 4)
Max UplifPo=-360(LC 6), 13=-360(LC 7)
Max crav20=1 873(LC 2), 1 3=1 873(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOPCHORD 1-2=0159,2-3=-630/191,3-4=-2245t438,4-5=-2230!466,5-6=-17981427,6-7=-1395/409,7-8=-1798t427,8-9=-22311466,
9-10=-22451439. 1O-11=-6291191 . 11-12=0159. 2-20=-621 1241 . 11-13=-621 l24O
BOT CHORD 19-20=-35711856, 19-21=-22911687, 18-21=-229h687 , 18-22=-229n687, 17-22=-22911687, 't7-23=-8011394,
16-23=-80/1394,16-24=-135h687,15-24=-13511687,15-25=-13511687,14-25=-13511687,13-14=-200/1856
WEBS 3-19=-2011'191,5-19=-871308,5-17=-5471273,6-17=-1441560,7-17=-2771283,7-16=-1771592,8-16=-5491274,
8-14=-88/308, 1 0-1 4=-2001 191, 3-20=-18641242, 1o-13=-1 8651243
NOTES
1 ) Unbalanced roof live loads have been considered for this design.
2) VMnd: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
4) Provide adequate drainage to prevent water ponding.
5) All plates are 3x4 MT20 unless otherwise indicated.
6) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 8.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 20 and 360 lb uplift atjoint 13.
9) 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.
Joao
cAsE(s) standard
lJ-b f Truss
Q8862 D03
t Mountain Truss & ComponenG, tdaho Fatts, lD 83402
i Truss Tvoe
Common Truss
- ;-;; . ., .li- ]-- ll*our,"uno(opr!iena,)Run:2.250_s Aug25201aPrint:z.2solndg2520i1 MiTeiinoustries,inC. FriJuioe lt'i|:t52otz eagetlD:SHV1 m9NN0gTes9hk0RZTKTz-o1W-b5Z4LeRdgSdYGXghAVNwTXaPrBBaouwm6CRVyBt tA6'{:iii | ?r3n.} I ?:;+ r "!"!".;s sf11'
Qiv Ply GeorgetownPlan/7-6lJR(lD)R
3x4
127
1.,
W5
.t,'
W4
-i-o-p 6-0-4 , 11-9-0f-o-O 6-0-4 ' s-a-i I
Scale = 1:67.7
a.oo f r-
3x4
5T2
,'J'
3x4
R 4x4
"o
\.
fl:]N
6lI Nc
w3 ii
W2
1nr,, W1 '-
_lJ'Bl'
2't 14 22 1g Ei
l2
4x4 3x4 3x63x6 :3x4
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6E
BOTCHORD 2X4DF 18OOF 1.6E
WEBS 2X4DF Stud/Std *Except*
W1:2X4 DF 1800F 1.6E
REACTfONS (lb/size) 18=168410-5-8, 12=1684te-5-8
Max Horz 18=-402(LC 4)
'1) Unbalanced roof live loads have been considered for this
2,^,.g 1 "",'.
r|_
r;l.-l
18 17 19 16 .tc
3x8
Plate offsets (x,Y) : [z : 0-2-0, 0- - 1 2L]1 o:o -2-o,o -1 - 1 2l
LoADING(p-sf) sPAclNG 2-o-o 991 I DEFL in (toc) t/defl L/d PLATES GRtpIglf 3? 9 I ptates Increase 1.1s I 19 9!! v€rt(Ll) _o.zz ts_t6 ,ggd 3;0 ] iMfo* 22ot1ss
_ IgPl gg - Lumberrncrease 1.1s Bc o.s7 vertirr_i -0.37 13-15 >ese 240 I
-3bi 33
-
] 3:3"tllBJl3h",r"oto: I wB 086 1 ryrzorr o 10 12 n/? itZ- i . L Iy1T] I wnd(Ll) o.o7 1s-17 >see 24! ] weisnr zos ro Fr = 0%
BRACING
TOP CHORD Structural wood sheathing direcfly applied or 4-9-7 oc purlins, exceptend verticals.
BOT CHORD Rigid ceiling direcily apptied or 10-0-O oc bracing.\ /EBS 1 Rowatmidpt 7-iS, S-1S, 3-1A,9-12-
i Miiek re-mmenOa theiSttbitlzaiaanO requireO cross bracingbeinsta||edduringtrusserection,inaccordincewithStabi|izei
lnqtallation guide
Max Uplift18=-367(LC 6), 12=-367(LC 7)
Max crav18=1873(LC z), 12=1A73(LC 2)
FORCES (lb) - Maximum Compression/Maximum TensionTOP CHORD 1-2=0159, 2-3=-7271220, 3-4=-22161454, 4-5=-2080t482, 5-6=-1657t447, 6-7=-165Tt447,7-8=-2080t482, a-g=-2216t4s4,I-1O=-727 1219, |0-1 1=0/59, 2-18=-691/265, 1O-.t2=_691I265
BOT CHORD '17-1 8=-379/1 863 , 17-19=-223h618, 16-19=-223t1618, 16-20=-22311618, 1S-20=-223t.1618, 15-21=-140t16i8,1 4 -21 =-1 4Ol 161 8, 1 4-22=-1 40t 1 619, I 3-22=-i 4Ot 161 B, 1 2_1 i=_222t 1 863WEBS 6-15=-318/1200,7-1s=-6741314,7-13=-110t397,s-13=-2841225,5-15=-674t314,5-17=-109t3s7,3-17=-284t225,
3-1 8=-1767 1262. 9-12=-17 67 t261
NOTES
r ) unoaranceo root ttve toads have been considered for this design.2) Wtnd: ASCE 7-05; 90mph; TCD.L=4 Spsf; BcDL=4.8psf; h=25ft; Cat. ll; Exp c; enctosed; MWFRS (tow-rise) gabte end zone, cantiteverleft and right exposed ; end vertical left and right exobsed: Lumber DoL=1.33 otate orio bor=r :s-. left and right exposed ; end vertical teft and right expbsed; Lumber DoL=1:33 ptate grip bot=t.ss3) This truss has been designed for basic load combinations, which include casei with-re'ductions forcombinations, which include cases with reductions for multiple concurrent live loads4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loabs.5) ' This truss has been designed for a live load of 2o.opsf on the bottom chord in all areas where a rectangle 9-6-0 tall by 2-o-o wide will fitbetween the bottom chord and any other members, with BCDL = B.opsf.6) Provide mechanical connection (by others) of truss to bearing plate iapable of withstanding 367 lb uptift at joint .18 and 367 lb uptift atjoint 12.
7) 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.
LOAD CASE(S) Standard
1Jot lTruss liruss Type
Oaooz ]oo+ Common Truss
Mountain Truss & Componenls, iaano Fails, lD 83402 '
6-0-4 11-9-0
6-0-4 5-8-12
Iotv Plv GeorgetownPlan/7-6lJR(tD)R
ls i ri
lJgq Refer9ryg (optioqat)4u9252011 Print: 7.250sAug252011MiTeklndustries, lnc. Fri Jul OAtq:ZZ:rc2O12page'llD: SHVI m9NN0gTes9hk0RZTKTZ_o1 W-4t7SZ_SFRmtpkhFtkCvg?kTZUaXotLTwLsB3sez_tAs
, 23-2-8 28-114 34-11-8 35-.1 1.8' s-6:'tz ' j:6-,12 t 6-o-4 t-0tr
Run: 7.250 s
17-9:12
5-8-12
W5
..i
4x6 :Scale = 'l:67.0
ar
\ioi-.'.]
s.00 12
3x4
412
l'
.w4
itnr"
.' ',,,,I81 ']L
16 18 15
3x4 4x4
W4
3x4
126'1.,
3x4
7 4r4
8W5
,1/
4x4 -
26-0-14
8-i-2
r9
1
eY+
I t,r
17 19
4x4
wt 9 to.-J.J;]fil
14
3x8
11
34-11-86-r o-r o
PLATES GRIP
MT20 220t195
Weight: 208 lb FT = Oolo
3xO .
8-1 0-1 0. b_to_toPlate Offsets (x.Y); [9:0-2-0,0-1 -1 2]
LOADING(pS0 SPACTNG 2-o-oTCLL 35.0 Ptates Increase 1.15
17-5-12
8-7-2 I
3x4 -
l
TCDL 8.0
o:E 93.Lumber Increase 1.15
Rep Stress Incr YES
I Code |RC2006/TP12002i
csl
TC 0.48
BC 0.s7
wB 0.87(Matrix)
DEFL in
Vert(LL) -0.22
Vert(TL) -0.37
Horz(TL) 0.1 0VMnd(LL) 0.07
BRACING
TOP CHORD
BOT CHORD
WEBS
(loc)
12-14
12-14
11
14-16
l/defl L/d>999 360
>999 240
nla nla
>999 240
TOP CHORD 2X4DF 1800F,1.6E
BOT CHORD 2 X 4 DF .t 800F 1 .6E
WEBS 2X4DF Stud/Std .Except*
W1 2X4 DF 1800F 1.6E
REACTIONS (lb/size)'17=1sg8iMechanicat, 11=1685/0-5-8
Max Horz17=-41S(LC 4)
Max Uplifr17=-307(LC 6), 1 1=-367(LC 7)
Max Grav17=1766(LC 2), 11=187S(LG 2)
FORCES (lb) - Maximum
TOPCHORD 1-2=-8031239,2-3=-22261457,3-4=-20891485,4-5=-1660t447,5-6=-t660/448,6-7=-2083t482,7-8=-2219t454,
8-9=-7281219, 9-1 0=0/59, 1 -17 =-625t21 5, 9-1 1 =-691/26S
BOT CHORD lAa7=-382t1879, 16-18=-224t1623, 15-18=-224t1623, 15-19=-22411623, 14-19=-224t1623, 14-20=-141t1620,13-20=-141 I 1620, 13-21=-,t41 h620, 12-21=-141 t1620, 11_12=_223t1A66WEBS 5-14=-319h203,6-14=-674t314,6-'12=-110/396,8-12=-2841225,4-14=-678t315,4-16=-1i2t403.2-16=-2g3t228.
2- 1 7 =- 1 7 O0 I 260, 8- 1 1 = -17 69 I 262
NOTES
1 ) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-05; 90mph; TCDL=4 8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (tow-rise) gabte end zone; cantiteverleft and right exposed ; end vertical left and right exposed; Lumber DoL=1 .33 ptate grip DoL=1.333) This truss has been designed for basic load combinations, which include caseS with-reductions for multiple concurrent live loads.4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loabs.5) . This huss 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-O-O wide wiil fitbetween the bottom chord and any other members, with BCDL = 8.Oosf.6) Refer to girde(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 307 tb uplift at joint 17 and 367 lb uptift atjoint 1 1.
8) Thistruss is designed in accordancewith the2006 International Residential Codesections R502.11.1 and R802.10.2 and referencedstandardANS|/TP| 1.
r,i W3\\
'_L
s1
20 13 21 12
Il
Structural wood sheathing directly applied or 4-9-4 oc purlins, exceprend verlicals.
Rigid ceiling directly applied or't0-o-0 oc bracing.1 Rowat midpt 6-14.4-14.2-17.8-11
I Miref iecommenoa thatSitbiilzers ano required crossnracing Ibe installed during truss erection, in accordince with Stabilizerlnslallatiol gqide.
LOADoCASE(S) Standard
Job Truss Truss Type
iQ8862 ]OoS Speciat Truss
Mountain Truss & Components, ldaho Falls, lD 83402 Run: 7.250 s
Qty Ply GeorgetownPlan/7-6lJR(lD)R
14 i 1l
I - LJob Be&lqngt (gptioneD
Aug252011Print: 7.250sAug252011MiTeklndustries,tnc. Fri Jul O6 14:2216TOt2paget'lD:SHVI m9NN0gTes9hk0RZTKTz_o1 W-417S7_SFRmlPkhFtkCvg?kTZBaUFtKcwLsB3Sez_tA5
22-9-8 28-9-8 31-8-12 34-11-835-11.8
5-3-12 6-0-0 2-114 s-2-12 a-O-O
6-0-4 11-9-06-0-4 ' s-8:at 17-5-12
5-8-12
Scale = 1:67.8
oilq
:il
8.oo I 12 i
3x4 i i ."u
q)l 6
r2if ii 'tt
,,]]I ,li ll''1, i
lirrii
Wb ]] tt 3x8
3x4 , i i/ il3 .,'i' ws ll * ,lrb 7
2 '. .t.i .1 li "l' 1' ,'.tj^. 'it'lc 11 ]Y-
1 " w3 l'i " il D. 14 .'. *uJ :l' ..'^t it
W1 ll ll o' AYR :: Eve -. 84 w72,n,n"1o , :
1 't *. /it I I I ts2 14 13 .e+ wtr- 10 ij44 i I i], 5"8 ,,,, sx6 ::: ""1*d. " tr il- a,'a : J E"
17 16 18 19 15 12
3x6 3x4 - 5x1o MT26H , e.oo ftz 4xB
- :;;i3 , i!;12 ?,'.fPlate offsers (x,Y): [6:0-2-0,0-1-8], [8:0-4-O,O-1- 121, 112:0-2-13,Edgel. [1 3:O-2-12,0 -3-01, 114:0-2-12,0-3-41, [15:O-4-O,O-1-8]
ioio,"nto-rO spAqNG 2-o-o csr DEFL in (roc) ;;.; ud pLArEs GRrpIqll 3s 0 Plates Increase 1.1s ] rc o.so i vertlt-t-1 -o.oe ri-ri >999 360 rr/|izo - 22ot1ss
I9Dl g 9 i Lumler Increase 1.15 I BC 0.73 vert(ru) _0.68 13_.14 >615 240 I UrzoH 165t146
rvLL or.v rrcts) rrrurcdse r. rc I l(, U.5U Ven(LL) -U.39 13-14 >999 360 MT20 220fi95
I9Pl g 9 . ; Lumber Increase 1.15 Bc 0.73 vert(ru) -0.68 13-'14 >615 240 ] urzoH i6st146.-BCLL 0.0 . Rep stress Incr yEs W-B . 9.90 Horz(TL) 0.s2 12 nta nta
!t"91 u,? c_odelR92109nP,?y (Marrix) t wind(Ll) o.'r8'13-14 >eee_ :10 | - weiollzosro Fr=0%
Structural wood sheathing directly applied or 2-8-3 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
lRowatmidpt 4-15,7-14,e-12,3-17
2 Rows at 1/3 Dts 6-15
i MiTek recommends that StaOitiZeis-anO required cioss bracino I
REACTIONS (lb/size) 17=1S44/Mechanicat, 12=1595/0-5-8
be installed during truss erection, in accordance with Stabilizer
b{4E!ion sqjqel
Max Hoz 17=-41g(LC 4)
Max Uplift17=-307(LC 6), 12=-367(LC 7)
Max crav17=1766(LC 2), 12=1875(LC 2)
FORCES (lb) - Maximum Compression/Maximum TensionTOP CHORD 'l-2=-81412'13, 2-3=-566t229, 3-4=-2209t476, 4-5=-16811454, 5-6=-1626t44g,6-7=-2gg4t4gg,7-8=-5509/7 33, B-9=-428t120
, 9-1 0=-546/1 08, 1 0- 1 1 =0/59, 1 0-12=-57 8t 1 82,,t -17 =-631 t2O9BOT CHORD 16-17=-381h873, 16-18=-22111624, 18:19=-221h624, 15-19=-221t1624, 14-15=-230t2740, 13-14=-478t4439,12-13=-43613486
WEBS 3-16=-2951227,4-16=-1021404,4-15=-682/313,5-15=-329t1202,6-15=-21261331,6-14=-14612033,7-14=-21751389,
7 -13=-132117 18, 8- l 3=-1 08/1450, 8-12=-3922t563. g-17=-1685t27 1
NOTES
1 ) Unbalanced roof live loads have been considered for this desion.2) Wind: ASCE 7-05; g0mph;TCDL=4.8psf; BCDL=4.8psf; h=25i; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gabte end zone; cantiteverleft and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.6) ' 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-O-0 wide will fitbetween the bottom chord and any other members, with BCDL = 8.Opsf.
7) Refer to girde(s) for truss to truss connections.
8) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verifi/ capacityof bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 307 lb uplift at joint 17 and 367 tb uplift atjoint 12.
alo) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1 .1 and R802.10.2 and referenced
I standardANsl/TPl 1.-
LOAD CASE(S) Standard
LUMBER
TOP CHORD 2X 4 0F 1800F 1.6E
BOT CHORD 2X 4 DF 18OOF 1.6E
WEBS 2X4DF Stud/Std *Except.
W13,W1: 2 X 4 DF 1800F 1.6E
BRACING
TOP CHORD
BOT CHORD
WEBS
I 6-0-4
6-04
Truss iype
Special Truss
1 1-9-0
5-6-1, l
Iatv iplv fGeorgerowneirnt-67JR(tD)R
+11
Run: 7.2s0 . 4ts:?. ?.0i1.?.,il1,Lrl.r..^l:d-?! !fl"1'"ri,f"[:?'i"|'lflles, rnc. rri Jut 06 14:22:17 2o|2 pase 1lD:sHV1m9NNo-gTesghkoRzrKTz_o1w-yuhrmJTtc3tGlrp3rweoyygir_ununcsz\ A""0+. rna'{-i:ii , Z?;?;ez ?1;?,' , uffi, ..1#t?#d'
Scale = 1:66.5
'!
8.OO 12
4x4 ] I t"sI+lj u
12 'l' Wb ll12 .r' tfF ll
$ 4x4 i',' ,]i li ' 3x6
I 3x4 3 w,4 ll * ,f,b 7
z, ,.i iii' ,^,. i/ , II .:'tt
I ""o,
t" il
IB+,
-l
I , .l -"- w12 vvrJ p
BF .i. +
17
*;u .t, 19 ,u*o 3x6 T
:"tH 'ixa
3x6 - 5x8 ' a.ool'tz 12
t 92-1? I !7,1,0, + 2?!-! I 2_s_9,8 + 34-11-8 l9-2-12 , i-'toI - s_6-a t 6_0-0 A_r_n.!Ere-@!rjrr;192-,ao1llif io.az
I :::- :rr:::
i3i:'"o8u.3 i ;[t:'il:,""," ';l;B ] s:' I .q.* . i! (,oe) ,/del-1cor ;o | ,umoer,ncrease 11s i Hi l,ii i V,:ffi] .:.ll liilj j3# #] 1 il'#I* tsl?,,
e3H _S: i 3:1"'lluJth,,,",": ]_ ro:,,,-P I fiil1,s z,it;"liz ,:a ;A | *",*,,,0,0 Fr=,%
LUMBER BRACINGToP cHoRD 2 x 4 DF 1800F 1 6E roP cHoRD structural wood sheathing directly applied ot 4-1-13oc purtins, exceptBOT CHORD 2X 4 DF 1800F 1.6E end verticats.wEBs 2 x 4 DF stud/Std .Except* Bor-cHoRD n,gid ;iing oio"ty appried or 6-0-0 oc bracing.W1 : 2 X 6 DF SS WEBS t Row at midpt 4-16, s-1 5, 6_.15
I MiTek recommenda theastabiiizers End iequired Croii oracino
i be installed during truss erection, in accordince with Stabilizei
REACTIONS (tbtsize) 16=242oto-5-8, 17=-2s}tMechanicat, 12=961/0_5-8 L lnstallationguide.
MaxHorziT=_420(LC 4)Max Upliftl6=-44,9(LC- 6), 17=_saa(LC 1!, 12=_27a[C7)Max Grav 1 6=275a[C 2), 1Z =17 B(LC r Sj, t Z=r t SailC Zj
FORCES (lb) - Maximum Compression/Maximum TensionToP CHoRD 1-2=-512h.52, 2-3=-2671168, 3-4=-e2n299, 4-5=405128s, 5-6=-405t264, 6-7=-1242t222,7-a=-28s3t3a7 , B-g=-24gtg7 ,9-1 0=-349/83, .t 0-1 1 =0/59, 1O_12=_432t163, 1_17=-446hi2BoTcHoRD 16-17=-774t?8-0,16-18=-4241290,18-19=-4241290,15-1g=-424t2g0,14-to=o/1085,13-14=-134t2276,12-13=-233t1g33
WEBS 3-16=-5451270,4-16=-22491323,4-15=-50/1031,5-rs=-tzolot, o-G=-12g6t224,6-14=0/1046, 7-14=-14zgt2gg,7 -13=-31 t97 9, 8-13=0t627, e_1 2=_21 46t333, S-12 =_243t 1 1 59
NOTES
1) Unbalanced roof live loads have been considered for this design.2) wnd: ASCE 7-05; 90mph; TCD.L=4 Spsf; BcD.L=4.8psi h=25i; cat. ll; Exp c; enctosed; MWFRS (tow-rise) gabte end zone; cantitever-. !-91 ald right exposed ; end vertical left and right expbsed; Lumber DoL=1:33 prati qiip DoL=1.333) This truss has been designed for basic load combinations, which includl casLI *iin"efouctions foi muttiple concurrent tive toads.4) This truss has been designed fo_r a 1 o.o psf boftom chord live load nonconcurrent witn any other live loals.5) * This truss has been designed for a live'load of 20.Opsf on the bottom chord in att ariis where a rectangte 3-6-0 tall by z-0-0 wide wi' fitbetween the bottom chord and any other members, with BCDL = g.Opsf
6) Refer to girder(s) for truss to truss connections.7) Bearing at joint(s) 12 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer shoutd veriry capacityof bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 lb uplift at joint 16, 544 tb uptift at joint 17and274tb uptiftat joint 12.
9) This truss is deggned in accordance with the 2006 International Residential code sections R502..1 1.1 and R802.10.2 and referencedstandard ANSI/TP| '1.
lpao cAsE(s) Standard
1-
: Job I Truss
Q8862 D07
Mountain Truss & Components, ldaho Falls, lD 83402
17
4x4 -
Truss Type
Common Truss
8.oo FZ
3x6
4x6
14
3x8 ..
17-5-12
6-0-8 I
lD:SHV1 m9NN0gTesghk0RZTKTZ_ol W-0gEDzf UVzN?72?OGrdxd59CwYOEwDHrCoAgAgwz_lA3
5-4-12
5-4-12 f-i!-0-p
1 -o-0 11-54
6-0-s T 17-5-12
6-o-b' r ?32-8 _ i 28-114
5-8-12 5-8-12
W8
.t
4x4 -
26-0-14e--2
34-1 1 -8' 6-o-n I
Scale = 1:72.3
3x4
127'fr
3x4
8 4x4
o
w9 T3 - 4x4
rr W10 10
\i W1ql
- Dl
20 13 21 12
I3 i?
16
3x4 .
3x4 :::
3x4 -
1
11
3xo
34-11-8
a-to-t o
5-2-O s-+12' s-2-d o-rt,qlate qffq.elq (xJ)i Pn-1:t\t:1?l
't1-54
6-0-8
LoADING(psO
TCLL 35.0
TCDL 8.0
^-cLL o.o.
lt:DL 80
SPACING 2-O-O
Plates Increase 1.15
Lumber Increase 1.15
Reo Stress Incr YES
Code lRC2006iTPl2002
csl
TC 0.45
BC 0.46
wB 0.72
(Matrix)
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc)-0.20 12-14
-0.33 12-14
0.04 11
0.04 12-14
Udefl L/d
>999 360
>999 240
nla nla
>999 240
PLATES GRIP
MT20 2201195
Weight: 212 lb FT = 0%
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6EBOTCHORD 2X40F 1800F 1.6E
WEBS 2X4 DF Stud/Std *Exceot-
W1:2X4 DF 1800F 1.6E
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 1 6-1 7.
WEBS 1 Row at midot 5-16, 5-14, 7-14,9-11
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
!h91allatign gqide,
REACTIONS (lb/size) 17=1955/0-5-8, 11='12go/Mechanical
Max Horz 17=41s(LC 5)
Max Uplift1 7=-562(LC 6), 1 1 =-259(LC 7)
Max cnv17=2210(LC 2), 1 1 =1431 (LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0159, 2-3=-2291616,3-4=-995/239, 4-5=-8511259, 5-6=-'11021367,6-7=-10921345,7-8=-1 560/408, 8-9=-1 698/381 ,9-1 0=-7 39t231. 2-1 8=-53181. 1 o-1't =-586121 o
BOTCHORD 17-18=-711123,16-17=-4011409,15-16=-1741708,15-19=-1741708,14-19=-1741708,14-20=-56/1166,13-20=-56/1166,
13-21=-56/1 166. 12-21=-5611 166. 1 1-12=-19511460
WEBS 3-17=-20241498,3-16=-183/1355,5-'16=-7021169,5-14=-1401218,6-14=-2271609,7-14=-6941317,7-12=-1171438,
9-12=-31 41235. 2-1 7=-530i386. 9-1 1 =-1 2341'l 49
NOTES
1) Unbalanced roof live loads have been mnsidered for this design.
2) Wnd: ASCE 7-05; gomph; TCDL=4.8psf; BCDL=4.8psl h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .33 plate grip DOL=1.33
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
4) This truss has been designed for a 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 fit
between the bottom chord and any other members, with BCDL = 8.0psf.
6) Refer to girde(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 562 lb uplift at joint 17 and 259 lb uplift ai
joint 11.
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/TPI 1.
loeo cAsE(s) standard
v
s.oo [ 12
3x6
5T2
o
Hllll
if Y'11
-{".
4x6 rr Scale = 1:72.3
3x4
T27'fr
, w10
't
trT R:f
T3.- 4x4 ,
10
W1F]
11
3xG
34-11-8
8-1 0-1 0
i
BRACING
TOP CHORD Structural wood sheathing direcfly applied or 5-5-9 oc purlins, exceplend verticals.
BOT CHORD Rigid ceiling directty applied or 1O-O-0 oc bracing, Except:6-0-0 oc bracing: 16-17.
WEBS 1 Row at midot 5-16, 5-14, 7-14,9-11
cf:t\N
i!
3x4
I 4r4
\o
\'l.. \w.9
ll
tl1I
. JL,
4x4
^ n2w1
rLl
3x6
2 W6
18 17 16 15 19 M 20 13 2112
2x4 4x4 - gx4 - 3x8 . 4x4 ' 3x4 -
3x4 -
*_q ?++1? !]a | 17:s-12 ) 26-0-149-2:0 0-2:12 6-0-8 6-0_8 . 8_7_2 r
f|ete Offsets (X,Y): [2:0-1 -a,O-1-1 2]
l
LOADTNG(pSD SPAC|NG 2-o-o ] csr i oerr- in (toc) t/defl L/d
I9!l 3? 9 Plates lncrease 1.15 TC o.4S Vert(LL) _o.zo tZ-'tq >999 360
IgDt 8.0 Lumber Increase 1 .15 BC 0.46 I vertiflj -0.33 12_j4 >999 24o^^cLL 0.0 - Rep stress Incr yEs ] wB o.zi i nor.gl1 0.04 11 nta ntar'nr e n i code tnczooorretzooz j (Matrix) wnoilL) o.o4 12-14 >999 240v:i- :- I "":* 1"::"-:t:';"\'
PLATES GRIP
MT20 220t19s
Weight: 212 lb FT = 0%
LUMBER
TOP CHORD 2X 4 0F 1800F 1.6E
BOT CHORD 2X 4 DF 18OOF 1.6E
WEBS 2X 4 DF Stud/Std *Except.
W1:2X4 DF 1800F 1.6E
MiTek recommends that Stabilizers and required cross bracingbe installed during truss erection, in accordance with Stabilizer
L helat!?!ie!u!1d9,REACTIONS (lb/size) 17=1955/0-5-8, 11=12go/Mechanical
Max Horz17=41S(LC 5)
Max Uplift17=-s62(LC 6), 11=-259(LC 7)
Max ctav17=2210(LC 2), 1 1 =1431 (LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOPCHORD 1-2=0159,2-3=-2291616,3-4=-995i239,4-5=-851/259,5-6=-11021367,6-7=-10s21345,7-8=-1560/400,B-9=-.t698/381,
9-10=-7391231 , 2-18=-53t81, 1 0-1 1 =-586/21 0BOTCHORD 17-18=-711123,16-17=-4011409,15-16=-174n08,15-1}=-fi4n08,14-19=-1741708,14-20=-56/1166.13-20=-56/1166.
13-21=-56/1 166, 12-21=-56h166, 1 1-12=-195h460
WEBS 3-17=-20241498,3-16=-183/1355,5-16=-7021169, 5-14=-140t218,6-14=-227t60s,7-14=-694t317,7-12=-117t4s8.
9-1 2=-31 41235, 2-1 7=-530/386. 9-1 1 =-1 234t I 49
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-05; 90mph; TCDI=4 Spsf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (tow-rise) gabte end zone; cantiteverleft and right exposed ; end vertical left and right exposed; Lumber DoL=1.33 plate grip DoL=1.33 '
3) This truss has been designed for basic load combinations, which include cases with-reductions for multiple concurrent live loads.4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loabs.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-O-o wide wiil fitbetween the bottom chord and any other members, with BCDL = 8.Opsf.6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 562 lb uplift at joint 17 and 2S9 lb uplift atjoint 11.
8) This truss is designed in accordance with the 2006 lnternational Residential Code sections R502.1 1.1 and R802.10.2 and referencedstandard ANSI/TPI 1.
gAD CASE(S) Standard
llob TTruaa frruss.ype
Q8862 D09 Common Truss
Mountain Truss & Components, ldaho Falls, lD 83402
0r11{
ol-i'114
8.o0laZ 4x6::
lott lPtv lGeorseownetanlz6lJR(lD)R
31
I I iJg! Eglgrel'e9_Qplto_&DRun:7.250s Aug2520'llPrint:7.250sAug252011MiTeklndustries,lnc. FriJul0614:22:192012Pale1
I D:SHV1 m9NN0gTes9hk0RZTKTz_o1 W-UtobB?U7kh7_b9zSPLSsdNl45oa_yn7M 1 pPjhzz_lA2
1 8-5-0
6-04 " -o-d-us-6-i,12-4-12- s:a:ll T
3x4
Scale = 1:64.9
l
lI
n
N
Nq
\2
W3
'1,
3x4
4 4x4
5
W4i,\ T3
.r 4x4 i
i\ w5 \/6 6'ir
,r W7\ \ F-:lIrBL. M t_ RZ E]
i9l9
912
4x4 .:
6xB -
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
I ll'slellclislsqide-
REACTIONS (lb/size) 10=87410-5-8, 7=796/Mechanical
Max Hoz 10=-580(LC 4)
Max Uplift10=-278(LC 7), 7=-1 15(LC 7)
Max crav 1 0=935(LC 2), 7=91 o(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOPCHORD 1-2=-3411389,2-3=-1901181,3-4=-6241187,4-5=-8741159,5-6=-640/188,1-10=-4341469,6-7=-5271184
BOTCHORD 10-11=-971458,9-11=-971458,9-12=-971458,8-12=-971458,7-8=-20181'l
WEBS 3-10=-727t339,3-8=-155/519,5-8=-369/253,2-10=-583/569,5-7=-546/155
NOTES
1 ) Unbalanced roof live loads have been considered for this design.
2) VMnd: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL='l .33
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * 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
betvveen the bottom chord and any other members, with BCDL = 8.0psf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 1 0 and 1 1 5 lb uplift at
lOlnt r..
8) This truss is designed in accordance with the 2OOO International Residential Code sections R502.1 1 .1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
8
3x4 -
't1
7
3x6
8.00 llZ 4x6 ,
4x12 -
0t114 6-5-12o!]tr- s-o-e
4x4
Awa- 7
Bz ln- rrr tf'l
I
Scale = 1:64.9
IJT
"iI
Io{
3x6
lillItlll*
l-'i E
3x4
4 3x6
,c
I
lr
IF
,l'l i-'-
F]
I11 10
3x4
3x4 =2x4 i, 12-04
5-6-8 1 8-5-0sa,-iz -
Ftate offsets (x,y): [6:0-1 -o,o-1-12]
osb! !i l 3il"'ff;Jr3;,,,".,;
*r'- in rro"r-rrl";';
-l' -;.;-
GRr;Vert(LL) -0.05 11-12 >999 360 MT20 22}t1gsVert(TL) -o.o8 11-12 >999 240 lHorz(TL) 0.01 8 nia nta*i9qL) o.o8 11-12 >eee 240 ] weishr rss ru Fr = o%
BRACING
TOP CHORD Structural wood sheathing direcfly apptied or 6-0-0 oc purtins, exceptend verticals.
BOT CHORD Rigid ceiling direcily applied or 1O-O-O oc bracing.WEBS l Rowatmidpt 3-12, 1-12,2-12
j MiTek recomnre-Os tnat S-iaOttizeri anO requireO -ois bracingbe installed during truss erection, in accordince with StabilizerInstallation guide.
LoADING(psO
TCLL 35.0
TCDL 8.0
SPAC|NG 2-O-0
Plates Increase 1.1S
; Lumber Increase 1.15
I l
i
csl
TC 0.45
BC 0.34
wB 0.41
(Matrix)I
LUMBER
TOP CHORD 2X4DF 18OOF 1.6E
BOTCHORD 2X4DF 18OOF 1.6E
WEBS 2X 4 DF Stud/Std *ExceDt*
W1,W8: 2X4DF1800F1.6E
REACTIONS (lb/size) 12=603i0-5-8, 9=700/0-5-8, 8=411lO-3-8Max Horz 1 2=-SgZ(LC 4)
Max Upliftl2=-302(LC a), e=-10s(LC 7), 8=-108(LC 7)Max Gravl2=654(LC 2), 9=791 (LC 2), 8=S05(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
I9l9HqRD 1-2='3201382,.2-3=-1841180,3-4=-2061118,4-5=-442t91,5-6=-331/56,6-7=o/s9,1-12=-404t4s1,6-8=-456i137
BOTCHORD 12-13=-1091341,11-13=-109/341,1O-i1=-43ti62,9-10=-43t162,8-9=-791316
wEBs 3-12=-4031293, 3-11=-77 t146, s-11=-88t240, s-g=-874t144, 6-9=-167t22s, 2-12=-s7ot534
NOTES
1 ) Unbalanced roof live loads have been considered for this design.2) Wind: ASCE 7-05; 90mph; TCD.L=4 Spsf; BcDL=4.8psi h=25ft; Cat. ll; Exp c; enctosed; M\ /FRs (tow-rise) gabte end zone; cantitever
-. left and right exposed ; end vertical teft and right exposed; Lumber DoL=1:33 plate grip boL=t.aa '
3) This truss has been designed for basic load combinations, which include casei with-reductions for multiple concurrent live loads.4) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurrent with any other live loabs.5) . This truss has been designed for a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-o-0 wide will fitbetween the bottom chord and any other members, with BCDL = g.oosf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 tb uplift at joint 1 2, 1 05 tb uptift at joint 9and 108 lb uplift at joint 8.
7) Thistruss is designed in accordancewith the2006 International Residential codesections R502.11.1 and R802.10.2 and referencedstandard ANSI/TPI 1.
Job Truss Truss Type Qty Ply Georgetownplan/7-6lJR(lD)R
Q8862 E1 lCommon Truss 3 1
Mountain rruss & components, ldaho Fails, tD 83402 Run: 2.250 s 4us 2s 2oi 1 prini: ?.r50 . A"J?? l;1"i"il'nffi:::?i1"" Inc. Fri Jut 06 14:22:zo 2012 pase 1lD: SHVl m9NN0gTesghk0RZTKTz_o1 W-y3MzOLVmV_FrCJYez2z5AalGSC_qhLqVGTgGEPz_lA 1
il .o!-r 9:4:! + 1!:89 l3:8rQ1-o-o' 6-a4 1 6-4i4 -1-o-0,
4x6 - Scale=1:40.5
l] wl 4
il;l l vn l.E r$f t ^.., #
I ' 5?i1 w2 rr w2 +
B1i I r.-it'l6'Z^q 7 2x4 '6'
lD: SHVI m9NN0gTesghk0RZTKTz_o1 W-y3MzOLVmV
1-0q 6-4-4 12-8-8 ,13_r
4x8 ::
__- _944 ) 12_B_e--" -M4 . T 644Pldie Offsets (X,Y) : [2:0-3-4,0-1 -8], [4:0-3-4,0-1 -8]
'I
LoADING(p-s0 sPAclNG 2-o-o i cs, ;t;a in (toc) t/defl Ltd pLArEs GRtp
*:f 3:9 Plates Increase 1.1s I9 0,1? ] vert(LL) -o.oz 'a-i >ese 360 | rvrizo 22ot1ss
^lgPt 9 9 Lumber Increase 1.1s BC 0.18 I Vertgt_; _0.0s 6_7 >999 240
e3bi 33 " 3:!"'ll'3!J[31,,,,'o'o! I ffiq!" i il,:l'.tlB 333 ? ,#B ;lz ] *",nn.,0,0 Fr=o.,.
LoADING(pSO sPAclNG 2-o-o I csl DEFL in (toc) t/defl Ltd I pmres cRlp
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6E
BOTCHORD 2X4DF 18OOF 1.6E
WEBS 2X4DFStudiStd*Exceot*tN'l:2X4 DF 1800F 1.6E
BRACING
TOP CHORD Slructural wood sheathing directly apptied or 6-0-0 oc purtins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 1O-0-0 oc bracing.
I Uifef recommends that Stabiiizer- anOiequired Cio5-bi-cingbe installed during truss erection, in accordance with StabilizerInstallation guide.REACTIONS (lb/size) 8=610/0-5-8, 6=610i0-5-8
Max HozS=252(LC S)
Max Uplift8=-1s4(LC 6), 6=-1 54(LC 7)
Max GravS=741 (LC 2), 6=7a1(C 2\
FORCES (lb) - Maximum Compression/Maximum TensionTOPCHORD 1-2=0ft6,2-3=-614t158,3-4=-614/158,4-5=ot76,2-8=-689/182.4-6=-689/181
BOT CHORD 7-8=-341 1354, 6-7=-97 1256
WEBS 3-7=01218, 2-7=-1571293, 4-7=-165t302
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) \A/ind: ASCE 7-05; 90mph; TCDL=4 Spsf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (tow-rise) gable end zone; cantiteverleft and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 '
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.4) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with anv other live loabs.5) * 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 tail by 2-0-0 wide will fitbetween the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 54 lb uplift at joint I and 1 54 lb uplift at joint6.
7) 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.
LOAD CASE(S) Standard
3
i ,,*,,, ll
lll
$1111\ft
6x8 i
*u
4x4 :
l
I
,1u 1s 14 d_E-a 12 11 10
LOADING(pS0 sPAclNG 2-o-o ] cSr I oeru in (toc) tidefl ud PLATES cRtp
I9!i 3! I Plates lncrease 1.15 I rc 0.45 vert(LL) -0.01 ' 6 ntt no i ruiio-- 22ot1ss
lgpl 9 9 Lumber Increase 1.1s BC 0.14 I Vert(rl) _o.Ol 9 n/r 90BCLL 0.0 " Rep Stress Incr yEs wB 0.26 norigl1 0.00 10 nta ;i^GCDL 8.0 I code lRc2006fiPl2oo2 i (Matrix) wnoillj o.oo g nlr 90 ] weignt: ar ro FT = o%-
-[.uMBER BRAcINGToP cHoRD 2 x 4 DF 1800F 1 6E roP cHoRD structural wood sheathing directty applied or 6-0-0 oc purtins, exceptBOT CHORD 2X 4 DF 1800F 1.6E end verticats.\ /EBS 2X 4 DF Stud/Std BOT CHORD AigiO ;iting Oirecily apptied or 6-0-0 oc bracing.OTHERS 2X4DFStud/Std MiTek recommends that Stabilizers and required Cross bracing
] be installed during truss erection, in accordance with Stabilizei
REAcT|oNs(|b/size)16=188l12.g-8,1o=188|12-8-8'13=171t12-8-8,14=171l12-8-8,15=166|12.'-',t'ijl?.,,,&]'9
Max Hoz 16=252(LC 5)
Scale = 1:37.9
/
2w1rl
i
HL i,,l
12.oow'
Yo?
N
T1
9o
T
l
ITl 1
I ll
MaxUpliftl6=-15_2$!q, 1.0:-19:3(tC5), 1a=-BB(Lc6), 1s=-211(LC6), 12=-89(Lc 7), 11=_206(LC7)Max Grav16=235(LC 13), 10=235(LC 1a), 13=296(LC7),14=214(LC is1, tS=rss1li Z),12=2la16:'lz), 11=199(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOPCHORD 2-16=-215h23,1-2=0n6,2-3=-1411167,3-4=-58/196,4-5=-651260,5-6=-65t252,6-7=-58/188,7-B=-122t147,E-9=0/26,
8-10=-2'151108
BorcHoRD 15-16=-90/150,14-15=-90/1s0,13-14=-90i150,12-13=-90/150, 11-12=-got1so,1o-11=-90/150WEBS 5-13=-28010,4-14=-182t122,3-15=-1671183,6-12=-182t122.7-11=-167t181
NOTES
1 ) Unbalanced roof live loads have been considered for this design.2) Wnd: ASCE 7-05; 90mph; TCD_L=4 Spsf; BCDL=4.8psi h=25ft; Cat. tt; Exp C; enctosed; MWFRS (tow-rise) gabte end zone; cantitever
- left and right exposed ; end vertical left and right exposed; Lumber DoL=i .33 plate grip DoL=1.33 '
3) Truss designed for wind loads in the plane of the truss only. For studs expos6o to wirio (normal to the face), see Standard IndustryGable End Details as applicable, or consult qualified buitding designer as per ANsl/Tpl 1.4) This.truss has been designed for basic load combinations, which include &ses with reductions for multiple concurrent live loads.5) All plates ate 2x4 MT2O unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) fruss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).8) Gable studs spaced at 2-0-0 oc.
9) This truss has been designed for a 1 0.0 psf boftom chord live load nonconcurrent with any other live loads.10) . This truss has been designed for a live load oJ 20.opsf on the bottom chord in all areaswhere a rectangle 3-6-0 tall by 2-o-o wide will fitbetween the bottom chord and any other members.
1 1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 16, 133 lb uplift at joint10, 88 lb uplift at joint 14, 211 lb uplift at joint 15, 89 lb uplift at joint 12 and 2OO tb uptift at joint 't 1 .12) This truss is designed in accordance with the 2006 International Residential Code section3 Rso2.1 1 .1 and R802.1 0.2 and referencedstandard ANSI/TPI '1.
OAD CASE(S) Standard
iJoo
Q8862 I Tiuss
E2
Mountain iruss & CohponenE ldahoFatts.
iCOMMON TRUSS
lD 83402 Run: 7.250 s
3-3-14 6-4-4
3-3-14 3-0-6
I russ r ype
I
_ 1 9:4 lQ L._ 12:8-A lEoe T- ' 3-3-14
4x4
8
cx6
Scale = 1:40.5
12.O0\12
3xo
3x6
1
r wl'OI{1 t I raa,,.._
t-lf - 4i
1g'3x4 1312
W,I Iii 9W2 lr Ytlll
gx4 Ll
o
LUMBER BRACING
TOPCHORD 2X4DF 1800F1.6E TOPCHORD Structural woodsheathingdirectlyappliedor6-0-0ocpurlins, exceptBOT CHORD 2 X 6 DF SS end verticats.
WEBS 2X 4 DF Stud/Std *Except. BOT CHORD Rigid ceiling directly applied or 1o-o-0 oc bracing.
W1:2X4 DF 1800F 1.6E
REACTIONS (lb/size) 10=4239/0-5-8, 6=4540/0-5-8
Max Horz 1 0=243(LC 4)
Max Uplift10=-708(LC 6), 6=-68a(LC s)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-4073ft10,2-3=-3000/603, 3-4=-3001/604, 4-5=-3s6s/s89, 1-10=-3730/637, 5-6=-3285/s31BOT CHORD 1 0-1 1 =-309/485, 9-1 1 =-309i485, 9-12=-54012787 , 8-12=-54012787,8-13=-34312430,7-13=-34312430,7-14=-861379,
6-1 4=-86/379
WEBS 3-8=-73813826, 4-8=-604/1 96, 4-7=-771681,2-8=-12161341, 2-9=-281 11543, 1-9=-37912423. 5-7=-32012'159
NOTES
1) 2-ply truss to be connected together with 10d (0.1 31"x3") nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-6-0 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 noted as front (F) or back (B) face in the IOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wnd: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
5) Thls huss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This iruss 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 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 708 lb uplift at joint 1 0 and 684 lb uplift atjoint 6.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.1'l.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) Hange(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 553 lb down and 268 lb up at 2-3-4,
1553 lb down and 268 lb up at 4-3-4, 1553 lb down and 268 lb uo at 6-3-4. 951 lb down and 125 lb uD at 8-3-4. and 951 lb down and
125 f b up at 1 0-3-4, and 951 lb down and 125 lb up at 12-6-12 on bottom chord. The design/selection of such connection device(s) is
^a\ the responsibility of others.
-OAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-86, 3-5=-86, 6-10=-16
Continued on page 2
714
gyg :::
r 9-3-14 6-4-4 , 9-4-10 12-g:g . . ,3_3_12 r 3_O€ i- -' 3_0_6 r 3F14 . ' r
Plate Offsets (X,Y): [7:0-3-0,0-2-121, l8}-4-o,o-3-8LI9io-3-O,O-2-1 2]
,r)
ftII,l
9
5xo
.-.-LOADING(pSO SPACING 2-o-0 CSI i DEFL in (loc) Udefl Lld PLATES GRIPTCLL 35.0 Plates Increase 1.15 I TC 0.38 I Vert(LL) -0.04 8-9 >999 360 MT20 220t195TCLL ss.o Plates Increase 1.15 ] fC 0.38 I Vert(t-t-) -0.04 '8-9 >999 360 MT20 221t1gsTCDL 8.0 Lumber lncrease 1.15 i BC 0.27 Vert(TL) -0.06 B-9 >999 240
.xg!l 99- , Bepstresslncr No i wB 084 Horz(rl) 0.ol 6 n/a nta ]
tr9f 8.0 , c1" ]xc2oo6nPt2002 ] (Matrix) I wnd(Ll) 0.02 B-e >eee 240 1 weisnt: rso lo Fr = oo/o
AD CASE(S) Standard
Concentrated Loads (lb)
Vert: 6=-9sl (F) 8=-1 ss3(F) I 1 =-1 553(F) 1 2=-1 553(F) 1 3=-e51 (F) 1 a=-e51 (F)
Job Truss
Q8862 HF-C8
Mountain Truss & Components, ldaho Falls, lD 83402
,lQtv lP't fGeorgetownPlant-6/JR(lD)R
1 1l
I _ l.loo nggteqce.lopltonqg
Run: 7.250 s Aug 25 2011 Print: 7.250 s Aug 25 2011 MiTek lndustriei, tnc. frf .lut o6 M:22:22 2012 page 1I D: SHVl m9NN0gTes9hk0RZTKTZ_ol W-uRUkpl X0OcVYSci 1 4T?ZF?Nb3?rj gElojneN I Hz_tA?
, 6-2-6I 6-26 J
I
iiuss iine
GABLE
I
Scale = 1:53.3
/o
2x4 2x4
A.'.4
o-z-o
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
in (loc)
nla
nla
0.00 5
l/defl L/d
nla 999
nla 999
nla nla
TOP CHORD
BOT CHORD
WEBS
OTHERS
2X4DF 1800F 1.6E
2X4DF 1800F 1.6E
2 X 4 DF 2400F 2.OE
2X4DFStud/Std
BRACING
TOP CHORD
BOT CHORD
WEBS
Structural wood sheathing directly applied or 6-0-0 oc purlins, exceptend verticals.Rigid ceiling directly applied or 10-0-0 oc bracing.1 Row at midDt 4-5
MiTek recommends that Stabilizers and required cross bracinobe installed during truss erection, in accordance with Stabilizer
Installation guide.REACTfONS (lb/size) 1 =58/6-2-6, 5=7016-2-6, 7=.t7 2t6-2-6, 6=1 91 /6-2-6Max Horz't=419(LC 5)
Max Upliftl =-380(LC 4), 5=-22s(LC 5), 7=-323(LC 6), 6=-353(LC 6)Max Grav 1 =54 1 (LC 5), 5=292 (LG e, 7 =208(LC 2), 6=231 (LC 2\
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1 -2=-6261466, 2-3=-457 1397, 3-4=-264t31 2. 4-S=-2*4t2ggBOT CHORD 1 -7=-89/1 35, 6-7=-s9/1 35, 5-6=-89/1 3sWEBS 2-7=-1751342,3-6=-1941375
NOTES
1) Wnd: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (tow-rise) gabte end zone; cantiteverleJt and right exposed ; end vertical left and right exposed; Lumber DoL=1 .33 plate grip DoL=1.33 '
2) This truss has been designed for basic load combinations, which include case3 with-reductions for multiple concurrent live loads.3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 1 0.0 psf botiom chord live load nonconcurrent with any other live loads.5) * This truss has been designed for a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-o-o wide will fitbetween the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 tb uplift at joint 1,22s tb uptift at joint 5,323 lb uplift at joint 7 and 353 lb uplifi at joint 6.
7) 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.
LOAD CASE(S) Standard
;"^"rJ T .;-^"*" '--'r.. - i-;-._TCLL 35.0 Plates tncrease 1.1S I fC 0.48TCDL 8.0 Lumber Increase 1 .1S BC O.O2ECLL 0.0 - Rep Stress Incr yES WB O.1ScDL 8.0g?r :o I clde tRc2006irp!2002 ] (Matrix)
oit -ay GeorgetownPtan/7-6lJR(tD)R
11
Run:7.250s ^uszi2o11p,i"t,j.lso;#:?:3tr1tfl,n["f;:X+?krnc. FriJur 0614:22:222012paqe1)g 25 2011 Print: 7.250 s Aug 25 201 1 MiTek lndustries, lnc. Fri Jul OO 1 4.22:22 2O1r Page 1lD:SHVI m9NN0gTes9hk0RZTKTz_o1W-uRUkpl X00cVYSci14T?ZF?Nis?im9cJojneNlHz_lA?
10-0-0 l5-0-0I
4x4 .:Scale = 1:26.0
ij
4
i1r',1
f'+$r?
[.i,i,]
lif'1
itI l
2 uliit'1t ,.,-:-I
11.31 12
11 10
1 0-0-0
tGGo I
Pl4Eojsels (1( 1 12:0-o0, a:o A, 1sio_-o o p -0.q1
i"-^"ro'o I ;il ,-;; ]TCLL 35.0 Plates lncrease 1.15 i;l999 I99.9 inta
tn
nla
nla
0.00
TCDL 8.0 Lumber Increase 1.15
/]CLL 0.0 . Rep Stress Incr YES
ICDL 8.0 Code |RC2006/TP12002-
csl
TC 0.04
BC 0.02
wB 0.05
(Matrix)
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
(loc) l/defl
_ nla
- nla
7 nla
PLATES GRIP
MT20 2201195
Weight: 49 lb FT = 0%
LUMBER
TOP CHORD 2X 4 DF 18OOF 1.6E
BOT CHORD 2X 4 DF 18OOF 1.6E
OTHERS 2X 4 DF Stud/Std
REACTIONS (lb/size) 1=59/10-0-0, 7=59i10-0-0, 10=41110-0-0, 8=178/10-0-0,
Max Horzl=-137(LC 4)
Max Uplift1=-36(LC 4), 7=-11(LC s), 8=-12s(LC 7),9=-7a(LC 7), 12=-12s(LC 6), 1 1=-76(Lc 6)Max Gravl=83(LC 5),7=71(LC 2), 10=88(LC 7), 8=21s(LC 1a),9=16a(C M),12=215(LC 13), 11=164(LC 13;
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-129n8, 2-3=-78n0, 3-4=-53192, 4-5=-53187 .5-6=-78146. 6-7=-114t4g
BOT CHORD 1-12=-28199, 11-12=-28199, 1 0-1 1 =-28199, 9-1 0=-28199, 8-9=-28199, 7-8=-2At99
WEBS 4-'l 0=-85/0, 6-8=-1741141 , 5-9=-1 39/93. 2-12=-174t140.3- l 1 =-1 39/95
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) \Mnd: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantileverleft and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1 .33
3) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.7) * 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 wide will fitbetween the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 1 , 1 1 lb uplift at joinlT , 129
lb uplift at joint 8, 74 lb uplift at joint 9, 129 lb uplifr at joint 12 and78 tb uptift at joint 1'r.
9) 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.
LOAD CASE(S) Standard
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTEk recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
lNt?!!e!!g! suide.9=134/10-0-0. 12=178h0-O-0.'l 1=134/10-0-0
iJob lrruaa iTruss rypi
Q8862 J1 Jack-Open Truss
| ... LMountain Truss & Componerft, ldaho Falls, lD 83402 Run: 7.250 s
]oti iFit IGeorgetownPiannorunlroln;
31
I JSl8gle!9nce (optig!a!)
Aug252O11 Prinl: 7.250 s Aug 25 2011 MiTek Industries, Inc. Fri Jut 06 14:22:222012 page 1lD:SHV1 m9NN0gTes9hk0RZTKTz_o1 W-uRUkpl X00cVYSci 1 4T?ZF?Nbh?gvgGSojneNt Hz_tA?
2-3-10
2-j-io
Scale = 1 :18.7
BRACING
TOP CHORD Structural wood sheathing directty applied or 2-3-10 oc purtins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
i tqslqflation gq{e,
l-0-0
1 -0-0
fid
F}i'l
"]
12.00i12
3x4 |
4r,l
irlr I
f.B1 d
lt
i
2x4
TOP CHORD
BOT CHORD
WEBS
2X4DF 1800F 1.6E
2X4DF 1800F 1.6E
2X 4 DF Stud/Std
REACTIONS (lb/size) 5=199/0-3-8, 3=50/Mechanicat, 4=13/Mechanical
Max Horz5=184(LC 6)
Max Uplift3=-85(LC 6), a=€5(LC 6)
Max Grav5=246(LC 2), 3=62(LC 2),4=3S(LC 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 2-5=-22514s,'t -2=0t76, 2-3=-83131
BOT CHORD 4-5=0/0
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8pst h=25ft; Cat. ll; Exp C; enclosed; M\ /FRS (low-rise) gable end zone; cantiteverleft and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 ptate grip DOL=1.332) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.4) . This truss has been designed for a live load of 20.opsf on the bottom chord in all afeas where a rectangle 3-6-0 tall by 2-0-0 wide will fitbetvveen the boftom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection. (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 35 lb uplift at joint 4.7) This truss is designed in accordance with the 2006 International Residential code sectionsRSoz.t't.t and R802.10.2 and r6fereniedstandard ANSI/TPI 1.
LOAD CASE(S) Standard
fJoo I rruss
Q8862 J2
r_ lMounlain Truss & Components, tdiho Fatis. lD agaO2
lrruE-ivneJack-Open Truss
3
IJ A
I
'12.0o112
J
Irl+
Qty Ply GeorgetownPtan/7-6lJR(tD)Rt---"--""'--'
3 1l
I ] ]Job flqfere4q, lqptiolErlRun: 7.250 s Aug 25 2011 Pnnl:7.250 s Aug 25 201 'l MiTek inousiries, lnc. Fri Jut 06 I4:i".23 2012 pagte 1I D:SHV1 m9NN0gTes9hk0RZTKTz_o1 W-Me26 1 NYenvdp3mHDeAXooDwgOp?gujNyyRNwqkz_tA_-1-0-0 3-7-10
1-O-O 3-7-10
Scale = 1:24.5
"Ai $ i''iI 1 iilil l - 81[-rL]
54
LOADING(pSO SPACING 2-0-o CSI DEFL in (toc) t/defl Ud i pmreS GRtp
3x4 ii
3-7-10 -3-7-10
LoADING(p-sf) SPAGING 2-o-o csl oari in (toc) t/defl Ud pLATEs cRtp
I9!! 3q 9 Plates Increase 1.t-5_ E 91q ygtt(!L) -0.01 4-s >99s 360 MT2O 22ot1s5
IgPl I0 Lumber Increase 1.15 BC O.2A I Vert(rl) -0.01 4_s >999 240BCLL 0.0 - I Rep Stress Incr yES ] WB 0.OO i Horz(TL) -0.05 3 n/a ntaCode lRC2006iTPl2002 (Matrix)
auMaER BRACTNGToP cHoRD 2 x 4 DF 1 800F 1 .6E ToP cHoRD shuctural wood sheathing directly apptied or 3-7-1 0 oc purlins, exceptBOT CHORD 2 X 4 DF 1800F 1 .6E end verticats.WEBS 2 X 4 DF Stud/Std BOT CHORD Rigid ceiting direcfly apptied or 1O-O_O oc bracing.
MiTek recommends that Stabilizers and required cross bractng
be installed during truss erection, in accordance with Stabilizer
REACTIONS (lbtsize) 5=246t0-5-8, 3=98/Mechanical, 4=31/Mechanical
Instailation guide
Max Horz 5=239(LC 6)
Max Upliff3=-131(LC 6), a=-30(LC 6)
Max Grav5=302(LC 2), 3=123(LC 2), a=59(LC 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 2-5=-279140, 1-2=0176. 2-3=-121t66
BOT CHORD 4-5=0i0
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8pst h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gabte end zone; cantileverleft and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.332) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.3) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with anv other live loabs.4) . This truss has been designed for a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-o-o wide will fitbetween the bottom chord and any other members.
5) Refer to girde(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3 and 30 tb uplift at joint
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1 .1 and R8O2. l0.2 and referencedstandard ANSI/TPI 1.
LOAD CASE(S) Standard
Ck'.
Rep Stress Incr yES ] we 0.oo i norj0[) -0.05 3 n/a nta
_911I9:ITT!1*, ,j (r?ll'1 _ wno(Lr_l o.o2 4-s >eee 240 ] weisnt,rs ru Fr=o%
iJod frrurs I
Truss Type
I
Jack-Open Truss
, -1-0-0 r' 1-0-0
Q8862 J3
mountiin iiuss & componenis, rdaho Falls, lD aolo2 nun: 7.250 s Arg25 2011 print 7.250! euS 25 201ffiiek industries, Inc. Fri Jul 06 14:22:23 2012 Page I
I D:SHVI m9NN0gTes9hk0RZTKTz_o1 W-Me26 1 NYenvdP3mHDeAXooDwnRPzcujNyyRNwqkz_lA_
4-11-10
4-11-46
Scale = 1:30.2
IA
12.0o11,
i1
LIH
ti
=4x4 |
flff.Ifl
4
4-11-10
a-tt-lo
TOPCHORD 2X4DF 18OOF 1.6E
BOTCHORD 2X4DF 18OOF 1.6E
WEBS 2X4DF 1800F 1.6E
REACTIONS (lb/size) 5=298/0-5-8, 3=141lMechanical, 4=48/Mechanical
Max Horz5=295(LC 6)
Max Uplifi3=-173(LC 6), a=-29(LC 6)
Max crav5=364(Lc 2), 3=177(LC 2), 4=82(LC s)
FORCES (lb) - Maximum CompressioniMaximum Tension
TOP CHORD 2-5=-340140, 1-2=0176, 2-3=-164196
BOT CHORD 4-5=0i0
NOTES
TOP CHORD Structural wood sheathlng directly applied ot 4-11-10 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizer and required cross bracing
be installed during truss erection, in accordance with Stabilizer
L lnqElLCtioLSltide.
1) Wind: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) . 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 wide will fit
between the bottom chord and any other members.
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 73 lb uplift at joint 3 and 29 lb uplift at joint
4.
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.
LOAD CASE(S) Standard
Q8862 J4
L]Mountain Truss & ComponentC, loiho Fails, lD agaoz
-1-9:Qr 6-3-10
1-0-o' 6-3-10 'i
12.0oi12
BrI
6-3-1 0
6-3-10
,Qtv lPlv GeoigetownPlantT-6/JR(ID)R
21
Job Reference (optional)Run: 7.250 s Aug 25 201 1 Print: 7.250 s Aug 25 201 1 MiTek Industries, Inc. Fri Jul 06 14:22:24 2012 Page 1lD:SHV'lm9NN0gTes9hk0RZTKTz_olW-rqcUEjYGYDlGhwsPCu2l KQSvepGldAd5A5TUMAz_l92
Truss
TTraaa-yeeJack-Open Truss
Scale = 1:38.4
I
LOADING(psO
TCLL 35.0
TCDL 8.0
BCLL 0.0 .
TOP CHORD
BOT CHORD
WEBS
SPAC|NG 2-O-O
Plates lncrease 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
csl
TC 0.53
BC 0.53
wB 0.00
(Matrix)
DEFL in
Vert(LL) -0.06
Vert(TL) -0.1s
Horz(TL) -0.20
Wnd(LL) 0.17
, --_
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
f MiTek reCommends trrat StabitEbrs andrequtred cross bracingbe installed during truss erection, in accordance with StabilizerInstallation guide.
(loc) l/defl L/d
4-5 >999 360
4-5 >486 240
3 nla nla
4-5 >425 240
PLATES GRIP
MT20 220t195
Weight: 24 lb FT = 0%
2X4DF 1800F 1.6E
2X4DF 1800F 1.6E
2X4DF 1800F 1.6E
REACTIONS (lb/size) 5=352/0-5-8, 3=183/Mechanicat, 4=65/Mechanical
Max Horz5=350(LC 6)
Max Uplifr3=-2ls(LC 6), a=-29(LC 6)
Max Grav5=429(LC 2), 3=229(LC 2), 4=1 05(LC 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 2-5=-402141, 1-2=0n6, 2-3=-2081125
BOT CHORD 4-5=0/0
NOTES
1) Wind: ASCE 7-05; 90mph; TcDL=4.8psf; BcDL=4.8psf; h=25fl; cat. tt; Exp C; enctosed; MWFRS (tow-rise) gabte end zone; cantiteverleft and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL= j .332) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.3) This truss has been designed for a 1 0.0 psf bottom chord live 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 tatl by 2-0-0 wide wiil fit
between the bottom chord and any other members.
5) Refer to girde(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 3 and 29 tb uplin at joint
4.
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.
LOAD CASE(S) Standard
JXb
Scale = 1:42.3
12.00 12
4x4
I48
i
iftil',|f ,B1
3Tt
Y1lI
2w1
, ll
l,if,J
I
3x4
76
5Xb
7-7,-10
o-0-+
, 7-7-6
I.'- :-t-t-o
TCLL 35.0
TCDL 8,0
.-BCLL 0.0 -
trcDL 8.0tt
LUMBER
2-0-0
Plates Increase 1.15
Lumber Increase 1.15
ReD Stress Incr YES
Code lRC2006/TP12002
Il
DEFL in (loc)
Vert(LL) -0.10 7-8
Vert(TL) -0.24 7-8
Horz(TL) -0.01 5
Wnd(LL) 0.08 7-a
l/defl Lld
>889 360
>371 240
nla nla
>999 240
TOP CHORD 2X 4 DF 18OOF 1.6E
BOTCHORD 2X4DF 18OOF 1.6E
WEBS 2X4DFStud/Std
REACTIONS (lb/size) 8=406/0-5-8, 5=225lMechanical, 6=82lMechanical
Max Horz8=406(LC 6)
Max Uplift5=-74(LC 6), 6=-21 3(LC 6)
Max GravS=495(LC 2), 5=293(LC 3), 6=1 1 8(LC 2)
BRACING
TOP CHORD
BOT CHORD
Weight: 53 lb FT = 0%
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek iemmmends that Stabilizers and required cross bracing
i be installed during truss erection, in accordance with Stabilizer
L lnstallation guide.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 2-8= -230 I 265, 1 -2=0 17 6, 2-3=-87 1227, 3-4=-1 60/33, 4-5=-56i206
BOT CHORD 7-8=-1641151, 6-7=0lQ
WEBS 3-7=-2431264, 4-7=01316,3-8=-384/0
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed, MWFRS (low-rise) gable end zone; cantileverleft and right exposed ; end vertical len and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
3) This truss has been designed for a '1 0.0 psf bottom chord live 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.
5) Refer to girde(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 5 and 21 3 lb uplift at joint
o.
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.
LOAD CASE(S) Standard
I t.*i" o*t"
I MT20 220t195
Scale = 1 :17.1
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1 .15
Reo Stress Incr YES
Code lRC2006/TP12002
I
l
L
8.00 12
B1
I
J
3-5-12
3j€..iq
DEFL inVert(LL) -0.00
Vert(TL) -0.01
Horz(TL) -0.01
Wnd(LL) 0.01
$
s,-l
I 2x4
2
rfll
d1
j,
di
T1
I
d
d
fTI
.tlil/1rl
t
5
2x4
t
csl
TC 0.37
BC 0.10
wB 0.00
(Matrix)
PLATES GRIP
MT20 220t195
Weight: 13 lb FT = 0%
L/d
360
240
nla
240
(loc) l/defl
4-5 >999
4-5 >999
3 n/a
4-5 >999
TOP CHORD
BOT CHORDWEBS
2 X 4'DF 1800F 'r.6E
2X4DF 1800F 1.6E
2X4DFStud/Std
BRACING
TOP CHORD Structural wood sheathing directty applied ot 3-5-12 oc purtins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTet<iecommends that Stabilizers and required cross bracing
i be installed during truss erection, in accordince with Stabilizer
L, Instalqllgn $.ride.a
REACTIONS (lb/siZe) 5=238/0-5-8, 3=94/Mechanicat, 4=2glMechanical
Max Horz5=15S(LC 6)
Max Uplifts=-4e(LC 6), 3=-7e(LC 6), a=-6(LC 6)
Max Grav5=292(LC 2), 3=1 1 7(LC 2), a=SS(LC 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 2-5=-270186, 1-2=0159, 2-3=-91149
BOT CHORD 4-5=ot0
NOTES
1) Wnd: ASCE 7-05; 90mph; TCDL=4.8psi BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gabte end zone; cantileverlefr and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 ptate grip DOL=1.332) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.3) This truss has been designed for a 1 0.0 psf bottom chord live load nonconcurrent with any other live loads.4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-o-o wide wiil fitbetween the bottom chord and any other members.
5) Refer to girde(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 5, 79 tb uplift at joint 3 and6 lb uplift at joint 4.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1 .1 and R802.10.2 and referencedstandard ANSI/TPI 1.
LOAD CASE(S) Standard
(psD
35.0
8.0
L 0.0
cDL 8.0
fotv lplv lGeorgetotnF'lanrol.R(D)R
31
JoqErlfeELce (optional)
Run: 7.250 s Aug 25 2011 Print: 7.250 s Aug 25 201 1 MiTek Industries, Inc. Fri Jul 06 14:22:25 2012 Page 1
-1-0-0 r1 -0-0
I D:SHVl m9NN0gTes9hk0RZTKTz_ol W-J0AsS32uJXlTJ4Rcmbzcte?53Df NManEPl s1 ucz-l9y
6-5-3 6-Xi12
o-5-o o-d-e
Scale = 1:27.9t4
t1s$i s
e oo,,2 ]tl
T1
l'1
w2
B1
w2$81 il
o
4x4 -
6-5-3
6-5-3
,9r9lb
I
Y
s
cid1Ji
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL 0.0 .
SPAC|NG 2-O-O
Plates lncrease 1.15
Lumber Increase 1.15
Reo Stress Incr YES
Code lRC2006/TP12002
in (loc) l/defl
-0.09 6-7 >805
-0.19 6-7 >390
-0.01 4 nla
0.08 6-7 >928
PLATES GRIP
MT20 220t195
Weight: 36 lb FT = 0olo
csl
TC 0.49
BC 0.3s
wB 0.20(Matrix)
DEFL
Vert(LL)
Vert(TL)
HorzOL)
Wnd(LL)
L/d
360
240
nla
240ecDL 8.0
UMBER
TOP CHORD 2X 4 DF 1800F r.6E
BOTCHORD 2X4DF 18OOF 1,6E
WEBS 2X4DF Stud/Std
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required aioas breaing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
BOT CHORD
REACTIONS
FORCES (rb)
TOP CHORD
BOT CHORD
WEBS
NOTES
1) Wnd: ASCE 7-05; 90mph; TCDL=4.8psi BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33
2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
3) This truss has been designed for a 1 0.0 psf bottom chord live 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.
5) Refer to girde(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 7, 1 88 lb uplift at joint 4
and 344 lb uplift at joint 5.
7) 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.
LOAD CASE(S) Standard
(lbl size) 7 =357 10-5-8, 4=- 1 32lMechanical, s=388/Mechanical
Max HorzT=238(LC 6)
Max Uplift7=-53(Lc 6), 4=-188(LC 2), 5=-344(LC 6)
Max GravT=436(LC 2), a=196(LC 6), 5=a98(LC 2)
- Maximum Compression/Maximum Tension
2-7 = -3 5 5 I 58, 1 -2--O I 59, 2-3-- - 1 29 I I 42, 3 4 = - I 23 I 1 08
6-7=-230i9, 5-6=0/0
3-6=-478i368, 2-6=-9 1232
lJ* lTrucs
Q8862 JA3
Mountain Truss & Components, ldaho Falls, lD 83402
LOADING(psD
TCLL 35.0
TCDL
BCLL
8.0
cLL 0.0
cDL 8.0
Truss Type
Jack-Open Truss
Run: 7.250 s
jotv it't iGeorgetownPlant-6/JR(lD)R
lzit
I I JeP&eqeaqe (splisrt4)
Aug 25 20'l1 Print: 7.250 s Aug 25 201'l MiTek Industries, Inc. Fri Jul 06 14:22:25 2012 Page 1
I D:SHV1 m9NN0gTes9hk0RZTKTz_o1 W-J0AsS3ZuJXtTJ4RcmbZGte?6xDf pMa4EPls 1 ucz-l9y
v-c-J+:a-s
-1 -0-0I t-o-o I 4-8-14
4-6-14
a.oo ll2
e-+12
0-0-9
Scale = 1:37.5
4
2x4
5
T0{
I
?LO
9idsi.i
l@
76
3x4
L/d
JOU
240
nta
240
(loc) l/defl
7-8 >835
7-8 >354
5 n/a
7-8 >999
SPACING
Pfates Increase 1.15Lumber Increase 1 .15
ReD Stress lncr YES
Code lRC2006/TP12002
csl
TC 0.44BC 0.38
wB 0.24
(Matrix)
DEFL in
Vert(LL) -0.13
Vert(TL) -0.31
HorzCIL) 0.01
VMnd(LL) 0.07
PLATES
MT2O
GRIP
220t195
55 tb Fl =Oo/oeUMBER
TOPCHORD 2X4DF 18OOF 1.6E
BOTCHORD 2X4DF 18OOF 1.6E
WEBS 2X4DF Stud/Std "Except-
W1:2X4 DF 1800F 1.6E
BRAGING
TOP CHORD Slructural wood sheathing directly applied or 6-0-0 oc purlins, excepl
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers anO requrreO Cross 0racNg
be installed during truss erection, in accordance with Stabilizer
t ltgl4laligrrsqrqe.
REACTIONS (lb/size) 8=481/0-5-8, 5=271lMechanical, 6=11s/Mechanical
Max Horz3=321(LC 6)
Max Uplifr8=-s8(LC 6), 6=-233(LC 6)
Max Gravs=S8S(LC 2), 5=437(LC 3),6=172(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 2-8=-458h64, 1 -2=01 59, 2-3=423182, 3-4=-1 451 44, 4-5=01242
BOT CHORD 7-8=-177 1309, 6-7=OlO
\/EBS 4-7=01453,3-7=-4071232,3-8=-1071273
NOTES
1) Wnd: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1 .33
2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * 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.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 8 and 233 lb uplift at joint
o.
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.
LOAD CASE(S) Standard
fUU ,Truss lTiGs rvne lor11 lt'1l lGeorsetownPtanlz-orun(iD)n
OBBB2 iUt iMonopitchTruss io i ti, --.. JobRelerence (oPtional)MouniainTrss&compon.enis,loatroratts,tDas4o2-Run:7.25Osf:'i'"?iJ-i,,&.,:.?''?."#T':f#;Tg,g&f;T':-'$;.;:i'jF''f11%1gi8;f*
11-0-0 4-0-0fi-o-o' l-o-o
, 8-0-0
4-o-o I
Scale = 1:45.8
12.00 124x4
6 3*4
\M
vvl
I
Ff
J+t
2x4
1
8-0-0
6-o-o
3x4 -5
I
LOADING(PSD
TCLL 35.0
TCDL 8.0
BCLL 0.0 -
SPACING
Plates lncrease 1.15
Lumber lncrease 1.15
Rep Stress Incr YES
Code lRC2006/TP12002
csl
TC 0.43
BC 0.32
wB 0.20
(Matrix)
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in
-0.15
-U.JJ
.0.00
0.00
(loc) Udefl L/d
5-6 >624 360
5-6 >284 240
5 n/a nla
240
PLATES GRIP
MT20 2201195
Weight: 57 lb FT = 0%
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 Row at midot 4-5
I Miieti ieb6mmends thaastabilizeis and requireo Cios- bracing
be installed during truss erection, in accordance with Stabilizer
hs!q!!4lon guide
eiH,t
TOP CHORD 2X 4 DF 18OOF 1.6E
BOT CHORD 2X 4 DF 24OOF 2.OE
WEBS 2X 4 DF Stud/Std *Except*
W4:2X4 DF 1800F 1.6E
REACTIONS (lb/size) 5=31g/Mechanical, 6=418/0-5-8
Max Horz6=379(LC 5)
Max Uplift5=-224(LC 5), 6=-70(LC a)
Max Grav5=384(LC 2), 6=509(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0176, 2-3=-1001237 ,3-4=-1741176,4-5=-138/133, 2-6=-2491275
BOT CHORD 5-6=-1781164
WEBS 3-5=-2431261 , 3-6=-309/135
NOTES
BRACING
TOP CHORD
BOT CHORD
WEBS
1) Wnd: ASCE 7-05; 90mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever
left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .33 plate grip DOL=1.33
2) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads.
3) This truss has been designed for a 1 0.0 psf bottom chord live 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.
5) Refer to girde(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 5 and 70 lb uplift at joint
o_
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.
LOAD CASE(S) Standard
'loF rrusJ lirustTvpe [Ott I Pit leeoigetownFlantz-orun0o)R
iom", ir',rz iMonopitchTruss i3 { 1 (. . - .
Run: 7.250 s Aus 25 2011 prinr: , ,* " o*'??!31"i"-in[",Xt1"":?]"" rnc- Fri Jur 06 14.22.26 2012 pase 1Mountiin Truss & components' ldaho Falls' lD 83402
tD:sHVlmgNNogTesghkoRzrKTz-o1w-nDjEfoaw4q?-wE?oJJ4vpryEtcla52ToePcbQ3algx
r .-1-o:9 r 9-?.!] r 9,9*i-dr;f a-a-ti I ra-a
o.ooIiz
3x4 :: 5
Scale = 1:32.5
3xG
IY9
F
o-J- | z*s-iz
LOADTNG(p5q SPAcING 2-o-o csl i oeru in (loc) vqgll ud I PLATES GRIP
rcLL 35.0 Plates Increase 1.15 rc o 61 ] y-.tttltt -9 91 9-! '999 199 Mr20 22ot1s5-o;*-rr; I ,ro",rn l:o:9 | "., I orr. in (roc) r/den ud i pures cRrP
TCLL 35.0 Plates Increase 1.15 TC 0.61 vert(Ll) -0 04 6-! t999 99q MT20 220t195
TCDL 8.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.09 6-7 >850 240
eclf 0.0 - Rep Stress Incr YEs I WB 0.13 Horz(TL) -0 00 I 14? !t1
e;::r_
ta C;9g rncioooryrzroz 1 _ryry_ wno(ll) o o! 6 ... ::: l1/eish! 55 rb Fr =ooh
BRACING
8-0-0' r-a+
TOp CHORD 2 X 4 DF 18OOF 1 .6E TOp CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOTCHORD 2X4DF 18ooF 1.6E endverticals'
2X 4 DF Stuct/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
I Mrer recommends thai StaFfizeis and requireij cross bracing
be installed during truss erection, in accordance with Stabilizer
InstalL?tion guide.
REACTIONS (lb/size) s=s2lMechanical, 7=350/0-3-8, 6=334/0-3-8
Max HorzT=254(LC 5)
Max UpliftS=-131(LC 5), 7=-90(LC 6), 6=-63(LC 6)
Max GravS=8O(LC $,7=a29(LC 2), 6=391(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=ot59, 2-3=-2131100,3-4=-'1451113,4-5=-1 13/130' 2-7=-39011't4
BOT CHORD 6-7=-2451166, 5-6=-88i100
WEBS 3-6=-2881110,3-5=-2411185,2-6=-671158
NOTES
ij-WnO: nSCE 7-05; gomph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp C; enclosed; MVVFRS (low-rise) gable end zone: cantilever
left and right exposed ; end vertical left and right exposed; Lumber DoL=1 .33 plate grip DoL=1.33
2) This trus;has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads
Sj tnis truss has been designed for a 1 O.O psf bottom chord live load nonconcurrent with any other live loads.
+j ; ini. i.5 n.s been deiigned for a live load of 2o.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) Refer to girde(s) for truss to truss connections.
oj Crovioe fiecna'nicat connection (by others) of truss to bearing plate capable of withstanding 1 31 lb uplift at joint 5, 90 lb uplift at joint 7
and 63 lb uplift at joint 6.
I in[ truJ.li Oesiglned in accordance with the 2006 lnternational Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSYTPI 1.
LOAD CASE(S) Standard
"-t
n 0a371
REScfreck Software Version 4[f6il[ Mill Stream - SFR Heiner
JOB SITE COPY
*These Plans are to remain on the
job and be available upon request
during insPections'Energy Code:
Location:
Construction Type:
Glazing Area Percentage:
Heating Degree Days:
Climate Zone:
Construction Site:
Mill Stream Street
Stonebridge Division 3, Block 2, Lot 23
Rexburg , lD 83440
Owner/Agent:
Vance and Catherine Heiner
309ssthw#2
Rexburg, lD 83440
3078803332
heinerclan@gmail.com
Designer/Contractor:
Vance and Catherine Heiner
309sSthw#2
Rexburg, lD 83440
3078803332
heinerclan@gmail.com
Gompl iance Certifieate
2009 rEcc
Rexburg, ldaho
Single Family
1lYo
8693
6
Compliance: 5.1"26 Better Than Code Maximum UA: 316 Your UA: 300
The 7" Bettsr or Wors Than Cod€ index reflects how close to compliance the housg is based on code trade€ff rules
ll DOES NOT provids an estimate ot energy use or cost relative to a minimum{ode home.
Ceiling 1: Flat Ceiling or Scissor Truss
Wall 1: Wood Frame, 16" o.c.
Window 1: Vinyl Frame:Double Pane with Low-E
Door 1: Solid
Basement Wall |: Solid Concrete or Masonrv
Wall height:8.0'
Depth below grade: 6-3'
lnsulation deoth: 8.0'
o.o - 50.0
22.O/ 0.0
1s.o / o.o
o.310-
0.490 /
33
91
o.l
81
Compliance Statement: The proposed building design described here is consistent with the building plans, specifications, and other
calculations submitted with the permit applicaiion. The proposed building has been designed to meet the 2009 IECC requirements in
RESt'heck Version 4.4.3 and to comply with the mai,4atary requirements listed in the REScheck Inspection Checklist.
Name - Title Signature Date
Proiect Title:
Data filename: C:\Users\Heiner\Documents\REScheck\Untitled.rck
Reoort date: 08119/'12
Page 1 of 1
ivl6untat@ntsj tr362 Terrilt llrive
I Ioauo Fatls,Idairo 83401
i (208) :]23-7305 Fax: (208) s2S-78S2
I P.i".t, Georgetown plan BlocklJo:
Model: l_ot No:
Contact Site OfIce
To:
Surrioc
67I So'.rtir'r.-eilc'.vs'ione
Rexburg, lD
Delive.: To:
Georgctoivn P).ln
Rexburg iD
Quotation
Job Number: Q3862
Page: 2
Dare: 0il06ll2l4:20:27
Acccuntl.io: 000000146
Designer: /
Salesperson: RobinPettingill
Quote Number: Q8862
P.O. Number:
Name:
Phone:(208)
{)
J)6-) I J I
Prohie:Qtv Truss Id:Span:Truss T'ype:Slope LOH ROH
r'lL-/,1.: 1 ;r \
-/1. r' \.,.,.,u\4 D05
34-r 1-03
Speciai Tnss 3.0G
c.0i
0 r -0c-00
-.'d:,'i\*4 I)06
34-11-0F,!
Special Truss E.00
6.01
0l-00-0c
D07
3+t1-48
Cornmon Truss 8.00
0 r-00-00
D08
3+1148
Conrnon Truss 8.0{
0l-00-00
r\t: .'trLi5 )D09
i8-0t00
Common Trus 8.0i
t\-,1; .
,! l./
D10
1$05-0s
Coramol T:us 8.0d
0i4&00
..,i r,.," ii '.'..
.,' :l i.
ha,..,.. i:. --'.',. :-a
J EI
l2-0&08
Commoc Ttrs r2.00
0140-00 0 l-00-00
"?r..'. :il'"'I trlG
r2-08-08
CABLE 12.00
0r-00-00 0l-0&.00
,, :i a,
,,t.. i )'
ir*;r='s
t E2
r2-0&08 coMMoN t:.00
Ji
i.l
ri::l
I HF-C8
otu2-06
CABLE z \-E-t
.,r:',-
ir':L i HF-DOI
! 0-00-00
UroLE
-?J1
02-03-10
Jack-Ogen Truss 12.0\
0l-00-00
,i*3 JZ
03-07-10
Jack-Opm Trus t2.01
0r-00-00
)J3
04-I l-10
Jack-Oper ?russ t2.0(
cl.0G0c
2 dt
0tu3-10
iack-Ooen Tmss 12,0i
0r-00-00
..,L 2 J5
07-07-10
Jack-Open Truss t2.01
0l-00-00
./:t'
.;,:"4Em
t JAI
03-05-12
Jack-Open Truss E.0€
0t-00-00
' 'i/t'1tt,&JAz 0tu5-12
Jack-Open Truss 8.01
0l-00-00
",'t'ot,
i:{::::;
2 J43
0945-12
Jack'Oper Truss 8.0(
0l -00-00
.1
":, i-.n 'a.l
t:.".j
MI
0840-00
Monopitch Truss t2.01
0l-00-00
Moun
1362Tr
Idaho ]
!491
Project: t
4odel:
Conlact:
:ai.n Truss &
rriil F:rive
alls. Idaho 834
.8-73t5 Fax:
;rg-*"''' pl"" -
Cor:nponents
3I
(208) 528-7882
Block No:
Lot Nc:
I Office:
leoq ssa-:ttt
To:
Surucc
67 i Soutir Yeli';r stcne
Re;rbuig, lD
l)eliver To:
Georgctcwn ?lt.r
Rexburg ID
Ta';
[*.I Fage;
I o"i",
Accct
Desig
rtation
umber: Q8E62
I
A7n6lQ l4:20:21
mt No: 000000146
ner: I
Name:
Phone:
Fa,r:
Salesperson: RobinPettingill
Quote Number: Q8862
F.O. itJtmber:
Profile:Qty:ii
Tmss Id:Span:Truss Type:SIopt6 LOH R.OH
, . l:;' -tj: ,".')A1
13-08-00
Specia! Truss t?.tJ'1
,i.0.i
c r-00-00 0l-00-c0
..ii.
,.:i , tl:'.
4:iii-:-)!;'a.
Alc
l3-0f-ft0
GABLE rz.oai
4-.Ctl
0r-00-00 I -00-00
22-A2-08
Special Truss
i ol-co-oo
l2.oril
,i.0.ji
r-00-00:l-.z iri..
,,\'',:,/'..i%.:*s
BI
22-02-38
GABLE l?.04
lt.g:
r-00-cs 0l-00-00
..r i;r'
::]ji,,)\,BlG
,'li...ii!:.)f.'82
22-42-il8
SPECIAL
I
lz.o+l
I
1 CI
23-00-08
ComoqTms
CABLE
t2.tt$
r,0c-00 0!-c0-00
l?.00
r-0c-00 0140-0c
clG
23-00-08
t\z'l\,'1.. i.il.o c2 23-00-08
Common Trss r2.001
9l-90-utl
LJ
t1-03-08
Monopitch Tre r?.0{
0r-00-00
,r13,C4
11-03-08
llalf Hip Truss t2.0i
c l-00-00
".:'': '.1
.d;-:4
c5 il-03-08
Half HipTrss 12.0
0l -00-00
4:.!:
t-'. ", ,t i
,r -.,,..";tr -.,
c6 11-03-08
I{alf Hip Truss t2.01
0l-00-00
,,''i*'i' :' .'" ::
"' ..4: : a c7
r 1-03-08
Half Hip Tnss tL.0l
0 l-00-00
,,km I c8
1l-03-08
HALF !{IP r2.0{
0l-110-00
)cR1
i4-03-ls
DIAGCNAL HlP 6.6
0 r -09- l0
I cR2 08-1r-01
DIAGONAL HIP 6.6(
0 l -09- i0
I D0l
34-l 1-08
HIPTRUSS 8.0(
0r-00-00 0l-00-00
,6,;.':?+,.D02
34-l l-08
Hip Truss 8.0(
0140-00 0r-00-00
,<rf;\:\D03
-?4-t I-08
Comriron Truss 8.0(
0 l-00-00 0!-00-c0
--?-..
.//i\. : .' i- \.,#.*;r-.-iiu D04 34-11-48
Cornrnon Truss 8.0(
0t-00-00
ivfi;tain fruss & CornPoner'ts
1362 Terriil Drive
Idaho Falls, Idaho 83401
(208) sz}-73t5 Fax: QAq 578-7832
Project: Georgetown Plan Block No:
Lot No:{odel
Contact
Monopitch Trus
Quotation
Sr:nroc
671 South Yeilowsicne
Rexburg ID
Q8862
J
01/06/12l4:20:32
Account No: 000000146
Designer: I
Salesperson: RobinPeningill
Quote Number: Q8862
F.O. Nuinber:
Delivei"To:
Georgetown Pian
Rexburg ID
{208) }56-37'77
Truss Type:
BID GOOD FOR -10 DAYS.
DELIVERY INCLUDED.
TAX NOT INCLIIDED.
TI{ANK YOU FOR YOIIRBUSINESS.
Total Truss Price:
Miscellaneous Items:
Sub Total:
Selling Price arz6,;)
8l-I0-6t
EO,NE-
i $ E Es3i=f*ii
80-r0-6?
ffi*-V$.*'ra,x[a
KeyB€mG) 4.51ld
hnBeamEgine 4-@0c
Masiah Daabas 1360
Member Data
Description: DROP BEAIV!
Standard Load:
Dead Load: 10 PLF
Live Load: 40 PLF
r*,ri:...i
XXXXoooo
MemberType: Benm
Top Latei:al Bracing: Continucus
Bottom Laterai Ei'acing: None
Moisture Condifon: Dry
Deff ection Criteria: L/360 live. U240 to'al
Deck Connection: Nailed
Filename: KYBl
Itilir:,,',I
Application: Floor
Building Code: IBC/IRC
MemberWeight 10.4 PLF
6-28-t2
3:36pm
I of6
:l
1206 jO111O
DE
ln ln
EI
LBS. in2
488.4xL0^5
Product Data (for l-
SxA
in3 j,fl2
41_ . 1-3 20 .7 8r
K Live Totsa1
u. 0o0 Ll360 L/244
ply of a 2 ply mer.rber)
Fb Fbn Ix
psi psi in4
2900 2900 244.2J_
Fcperp Emin
psi psi
750 1.0x10^5
av E
::si psi
7:.85 2.QxL}.^6
(:rr!-i f l,
0. 00
nlF nrlFq. Tmncri.^l_ APA LVL Check
I,oad Pattern: Tota1 Load D Cd: 0.90
ilil
fl . ", ,.,,*,,*#io All poducl nam6 aE tedemaks of their espedive MeG
ll
.##ffiiii , *ornn, ("), rrr-ro.r 2 by Ke!,naft Entepriss, LLc. ALL Rr@{rs RESERVED.
ll ::fNIg iq qlned 6 when the member, nmj joisl b€am trsjdef $bm on this dwir8 msb appli€bte deign qlteria b.Loeds Loaoiig CondtioLs and Spa6 tiged 6 thisll sel lre 69n mus @ evtM Dy a qulined deEgnsordeEgn pofsioml as Equicd ilrappDval. This dsign &m podud irLJliation a@ding b fE mansfaduedsll spedfi6lio6
Other Loads
Type
(Description)
Replacement Uniform ( PLF)
@.€,@
:i^- ,- -- i:
:t,:rj*! .;1? J:.i i llj
KeyBcam@ 4.51 ld
knBerrnEryire 4.6.10c
XX;{},
oooo
6-28-t2
3:36prr
6 of6
cv= 1,0013 lla = 0'i va - 0f
FacEored Lcais APPlied:
Distri-buted ioads:
o.0oO0' - 1l--81-25' 0 C0 Plf
1.1-8125' - 22.3623' 560-00 Pl'f
Point Loads:
Deftection @ 5.9o62t: -.0595"
Deflection @ 17.1875'; 0-i.230'
Bearings and Reactiotls
Location TYPe
1 0'0.000" Wall
2 11' 9.750" V/all
3 22' 6.750' Wall
Maximum Load Case Reactions
ued for applfing point toads (tr line loads) b @tlit€ |tm:EE
Live
2875#'
7911#
%51#
Design spans
11', 9.75C'10' 9.O10"
Material
Douglas-Flr-Larch
Douglas-Fir-Larch
Dc,;clas-Fir-Larch
!ntt,t
i^ength
3.500"
5.500"
3.500'
[llin
i{:;qutrecl
t-ozI
4.588"
1.500"
Gravity
Reaction
3559#
10036#
3236#
Gravity
":.
Dead
1ffi4#
2 2125F-
3 ffi4*
Allowable Stress Design
Positive Nbmeni
Positive Unbrcd
Negative Moment
Negative Unbrcd
Shear
Max. Reaction
Rafter tWS Int.
TL Deflection
LL Deflection
TL Defl., Lt.
LL Defl., Lt.
TL Defl., RL
LL Defl.. Rt
Bare Deflectbn
Produet 2.CI F{igidlasTl 8-VL 1'314;t ttr-7l8 2 ply
Minirnum '1.53'bearing required at bearing # f
Minimum 4.59" bearinE required atbeafing#2
Minimum 1.50" bearing required at bearing # 3
Design assumes continuous lateal bracing along the top chord-
Design assumes no lateral bracing along the bottorn chord,
PASSES DESIGN CHECKS
Loading
Odd Spans D+L
Total load D+L
Total load DrL
Total load DrL
Total load DrL
Odd Spans D+L
Odd Spans L
Actual
8886.'#
N/A
11376;#
11376-',#
4456.#
10036.#
N/A
0.2037',
0.1726"
N/A
N/A
f\YA
N/A
N/A
Alowab[e Capacity
19905.'# 44o,/o
19905.'# 57%
19452;# 58%
7897.# 560/o
12852.# 78o/o
0.5906' u695
0.393B" U821
Location
4.77
11.81'
11.81'
11.22'
11.81'
5.32'
c.5z
Control: Max. Reaction
DO-s: Liv*100% Snow=115% Roof=125% Wind=160%
Mantjactureds instaliation guide MUST be consulted for multi-ply connection details and altematives
, .,." ",;,1,
Allpoductmmsa€tre'erodsoltheirEspediveoms
.. . .*:t-,.1,;f,'..,N4i,j:; .
f*egtq$$#,H$l, .,*-nn tal e87-2012byKelanaaEnrerpdse LLc.ALLRTGT{IS RESERVED.
;'p"S* isd"nneO aswbs the mmbtr, Rsrjoit, beam orgide( *rM on thisdwirE m€ts appli€ble dsign oiteda forLoads. Loading CondilioG.and Spslided on lhis
d;fifre d;;;;;;;"iiled bi;;"atnio datgmror-oesgnpofesonat 6€qui-Fd forapprovd. thisdesign Nms podud insailation aoding !o lhe twufadu€is
Klefff'o*:.1;i
KeyBeatn{O 4.51 ld
hnB€EEngine 4.eC&
Member Data
Description: DROP BEAM
Standard Load:
Dead Load: 10 PLF
Live Load: 40 PLF
Other Loads
Type
(DescriPtion)
Reolacement Uniform (PLF:)
}iXXXoooo
MemberType: Beam
Top Leterai Sraciirg: Continucus
Bottom Laf-erai Bracing: None
Moisture Condition: Dry
Deflection Critei"ia: L/360 live, L/240 totai
Deck Connection: Nailed
Filename: KYBI
Applicaiion: Floor
Building Code: iBC/lRC
MemberWeight 15.6 PLF
End
Gher
Start
560
6-28-t2
3:33pm
I of9
End
51'0.00"
Trib.
Vlfrcith
Dead
Stan
1N
End Gategory
LiveSide
Top
Begin
0' 0.00"
canied: 28'
Produci Data (for 1 ply of a 3 ply nember)
DBSXAFbFbNTX
in in in3 i-"'12 PSi Psi in4
t1.8?5 t.?50 4!-L3 20.78! 3016 301-5 244-2L
EI K Live Total Fcperp Emin
LBS. in2 psa psr
488.4x10^5 0.000 L/360 L/240 750 1 - 0xi0^5
FVE
psi psi
285 2. ox3.o^ 6
ciavity
0.00
I
["t"
t t..: Imperical APA LVL check
I
loaa Pattern: ?ota1 Load D Cd: 0.90
IIIIIIII
. ..,,_ .:ir_ AllpDdudnam6aetrademad<soffEjrespediveowffi
. -,-,,,r 1;, : 'lrl,:' ;tijl.!|"
tr #"}.'F.-ffii$ copldsht (cI 987-2ol 2 bv Kevna& Entep'lsec LLc ALL RlGHrs RESERVED'
..pNim is dehned assen tre mmDei tloorjoisi, b€m orgirde( $M on thisdwing mbappli€ble dslgn qitqia furLaads, Loai;ng ConditiorE-and Spslisted on ihis
j;ii#H;;;;;;;;J;y;q;;r'fi!o o-isgnir;r-dxg; pptsJonalacquied forappoval. Thisd&gn assrm* podud insrsltation acrodng b fE mefaducis
speci fi€ti oN.
XXXXooooKe-}''.*a=*l*:
KcyBearnol 4.5! id
lanBeamEngine 4 6O'3c
G28-t2
3:33pm
9 of9
9.375"
2.0 Rigidlasrt [-VL 1-314x11"'718 3 ply
Minimum 1'61" bearing required at bearing # 1
Minimum 4.3' bearing required at beaing # 2
Minirnum 4.34" bearing requir':d at bearing # 3
Minirnum 1.6'l' bearing required at bearing # 4
Oesi.rn assumes continuous iatera! bracing along the top chord'
ffi;; ;;; no lateral bracing along the boitom chord'
AltowaOle Stress Design
PASSES DESIGN CHECKS
Loading
Odd Spans D+L
Adjacent 2 D+L
Adjacent 2 D+L
Adjacent 2 D+L
Adjacent 1 D+L
Odd Spans D+L
Odd Spans L
Positive fvloment
Positive Unbrcd
Negative fvloment
Negative Unbrcd
Shear
Max. Reaction
Rafter tWS Int.
TL Deflection
LL Deflectbn
TL Defl., Lt.
LL Defi., Lt.
TL Defl., Rt.
LL Defl., Rt.
Bare Deflection
Actual
19422.W
N/A
zJvzL.t
zsvzz. fi'
6668.#
14?29.#
N/A
0.6175"
0.5196"
NIA
N/A
N/A
NIA
N/A
Ailowable
l1nq, t#
31052.'#
30654.'#
11845.#
19277.#
0.8391"
0.5594'
Capacity
OZ-,to
u326
u387
Location
/.cc
33.78',
33.78'
33.79',
16.79',
43.01'
42.17
74%
l3-/o
CO-/o
73%
Controt: LL Deflection--
iiol.s, Ll"*r0$/o Snor/v=115% Rool=125% Wind=16ff/o
O*lgn u."uto " repetitive member use ircrease inberdirg stress: 4 7o
Manufacturef s installation guiOu MUST be corsulted for multi-ply connection Cetaiis and altetnatives
..,{i, . Alt pDdud m6 a|e trademarks of their egedive oms
-r+'r .:Si r:';l*x
f"A.gtFR#gS: coppshtlcysez-2012 bvKevna'kEntetetiss'.Ll: ALLlGrn: T-t-tllt-:'t-"J;;'eri#::.!iil1L.r".ocRo4oist b€mo.gitdet$oMontbisd€$'rumetsapp!ioy*=91.9Eia.9rLoads'Loadingcooditioosandsparlidedoothis
*EeL The design musl be Biwed by a q@tifi6d desgner or deSgn pofesonat as-equi-€d foi apffovaf . fnis O6S9n as* podirA inS:iiatjon @tdirB b lhe |MufacllJs's
*n c s r E L, $? G
KeyBem@4.5lld
kmBenEnginc 4.51lh
Vatcrials Databdc 135{i
Member Data
D,escriptiou Long SS
Standard Load:
Dead Load: 15 PSF
Live Load: 40 PSF
Heiner Residence
SRD 579
The Georgetotrrit
Member Type: Joist
Top Laterai Bracing: Coniinuous
Bofrom Lateral Bracing: Continuaus
Moisture Condition: Dry
Deflection Criteria: U480live, L/360 trrtal
Deck Connecticn: Glued & Nailed
Filename: FJ 16.1 SS
Application: Floor!
:
Building Code: lBC/lRC i
8-+12
2:28pm
I of I
Bearings and Reactions
Location
1 0'0.000"
2 15'5.125"
Maximum Load Gase Reactions
Llsed fs apptyhg poiil l@Cs (o. trru loads) 10 €ryirE ffib6
Deei Livg
185#(1 iipl0 4e4#(3ospl0
Design spans
15' 5.125'
T!4oe
Wall
Maiorial
Douglas-Fir-Larch
lnput
Length
A AzE
Gravity
Reaction
679#
€ravtty,Uplift
i-
l-
1
2
Product: 9112"'RFP|40S 'f 9.2* 0.C"
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Lateral support is required at eact bearing.
PASSES DESIGN CHECKS
Allowable Stress Desigrn
Positive Moment
Shear
End Reaction
TL Defection
LL Deflection
AClual
2618.3
679-#
679.#
0.5068"
0.3686"
Allowable
2735.V
1120.#
1120.#
0.5142"
0.385r
Capac!ty
95%
60o/o
6}0/o
u365
u502
Location
7.71',
7.71',
7.71',
toading
Total load D+L
Total load D+L
Total load D+L
Total load D+L
Total load L
Control: TL Defleciion
DOLs: Live=l 007o Snow=1 1 5olo Roots1257o Wind=1 60%
All prcduct nm6 4 ladsarfts d their Ggedive oW
r:Sopyti( ht (C)1987-2012 by K€ry|ra* EnteDris, LLc. ALL RIGHTS RESEFIVED.
lstE b dsfrEd s wts F€ nenbq, fq joisl bffi q shffi a his dEwlng he€ts qitsia td loads, l4dhg Cfidilions, ard Spans listed o tis shed. The
12 0037r
665 Mill Stream - SFR Heiner
Quinton Owens (Please review by Friday ' Aug24)
Current Status
0812012012
@
Routing:
T
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Nof *t*tr- -'obotk
"{x
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x
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Notes:
--flow>e Dee+
,TL si/z 2/oot - /4ake Sura'
sat bor-/zs aarL* FZr h''s /b*:
k-'sr'tLr-"t n?f /a*t- ar rc74e5
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---fruss ry*h s*l';ftt/-''( 4h'css Z&//s'
(a nslr- ^or. r"ffi;ry"flp,*ffi'
Please comPlete the following:
Review Plans
Enter Notes for the applicant under Submittals
Update status in the APProvals tab
Return building plan and this check list to Amanda Saurey
NSPECTION TICKET E
Bldg. O Phmb'O Ebct'O Mech.
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CII'Y OF REXBURG, 12 North Center, Rexburg, Idaho g3440
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velopment Receipt Number:
83440
r8) 359-3022
sidential Fixtures
ical
A
tmbing Permit Fee
lwer
ater
rg
:ee
iee
Parts
t Fee
c
$325.00
$325.00
$173.30
$325.00
$184.64
$1,700.00
$1,650.00
$800.00
$100.88
$864.57
$417.00
$1,732.95
-$500.00
Total:
$32s.00
$325.00
$173.30
$325.00
$184.64
$1,700.00
$1,650.00
$800.00
$100.88
$864.57
$417.00
$1,732.95
-$500.00
$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
$8,098.34
12 00371
$8,098.34
$ 8,098.34
AuG 2 4,2012
genpmtrreceipts Page 1 of 1
Xpress Bill Pay - PaymentProcessinst
It Transaction detail for payment to City of Rexburg.
BUILDING PERMIT DEPOSIT
Billing Information
Catherine A Heiner
.83440
Date:0812012012 - 10:45:53 AM
Transaction N umber: 16592247 pT
Visa - XXXX-XXXX-XXXX-2352
Status: Successful
Transaction taken by: amanda
p"y-n-e,l-1-9s,*igslroytg:9_Pv yyy.rff9t?pillw:cgr __ _l
...*cogyJi-s_!-'l-o_Ip1..'e9_:Fl!ll_fy-2012 -All Rishts Reserved _ _ ;
Page I of 1
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lril^!'1?rl
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J:!nr,aillrr;: $s.tBt4l i;r:!rtir*{,iil.f.
City af Rexburg
35 Northlst East
Rexburg, lD 83440
208-359-3020
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