HomeMy WebLinkAboutPermit Fire Department Referral 2008-4-11
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NOTICE:
THIS PERMIT SHALL EXPIRE IF THE WORK
'AUTHORIZED UNDER THIS PERMIT IS NOT ~'
COMMENCED OR IS ABANDONED FOR :;
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BATE RECEIVED JOB No. ----:T!,.
l--p/L . OCCUPANCY GROUP IL-?
{ OCCUPANCY LOAD ,
UNIT(S' ,It?
I 1 TYPE.CONSTRUCTION vy
S"~RIES " /76z.3313 OOSOQ
LEGAL DESCR1PTl,ON
, ADDRESS 5428 IE "St
IAA '-TC:c(L I
OWNER ,,, C
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, HAVE BEEN REVIEW WITH
THE CONTENTS HERE ON , ED PENCIL C ANGES
ALTEriATIONS INDICAT~DTg~HCi'~~~ROVED DRA V IGS OR
OR ALTERATIONS MAD DATE BEi'.OW SHALL BE APF.R' ED BY
PROJECT AFTER THE _ ~ I" ~
THE BUILDING OFFICIAL i " ..; !
CITY OF 5PRIN~~ELD, O:~~I Jltj/;I/o g
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ATTENTION: Oregon law requires vau.,,' q ~
follow rules adopted by,the Oregon UIIIIly
NotificatlonlCenter. Those rules are set forth ~ -l
In OAR 952lo01-o010 through OAR 952-001. ::l:l ?d
0090. You may obtain copies of the rulee 1>1 ~ ~
, IIOIng ~e center. (Note: the telephonl, ' .. ~
f '" IbIr for the Oregon Utility NotifiGallotl J
'" Centerls 1-800-332-2344).,"
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NEW E~IGltJEER.ED TRUSSES rE R. REfo~1
FP-OM MORTIER U!6JNE.E.RING) TYP,
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NEW Vz ROOF 5ffEATHlNG .
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EFlST ElEVATION
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MORTIER
ENGINEERING, P.C:
, 245 PEARL STREET
EUGENt. OREGON 97401
PHONE (541) 484-9080' FAX (5411 484-6859
TOLL FREE IN OREGON 1-8n-661-9959
April 1, 2008
STRUCTURAL
BUILDING DESIGN . FIRE PROTECTION
CODE CONSULTANT. PLAN CHECKING
CONSTRUCTION INSPECTION
McKenzie Taylor Construction
5729 Main Strect #242
Springfield, OR 97478
RE: 5428 "E" Street, Springfield: OR., Fire'DamageRoof, WO#18911
"
A~ requeSted on March 26, 2008 I visited the single family residence at the above noted
address to observe Structural damage, Based on my observation of areas accfOssible to
view I make the fOlluwing repon, I
,
This is a one "tory conventional wood frame h~me on eoncrete'perimeter foundation with
isolated craw] space piers. Fire,darnage occUIT~d to the existing roof structure 0[1 October
15,2007. I
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Roof replacement of the main structure as Ishown in the attached diagram may be
performed. Structural modifications to the north and south exterior bearing walls is
required for truss installation. The headers ,and foundation portion, depicted in the
drawing arc d,,~igned to support the reconfiguration of the roof fTaming system, The
foundation at area marked #4 requires repl~cel1lent. Foundation at other areas is to
support the point load. from the installalionofthe headers and beams noted,
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Damage not noted above tn'll is diseoveredduring cleau..ing exposed and repair of this
structure shall be reported to the engineer, . ,
,
:Please contact me if you have questions, The attached Building Analysis and Statement
' of Conditions and LimitatiOns is a part of this report. Thank you for thi~ opportunity to bc
of service. '
Sincerely,
!l
Bradley R Myers, P,E,
BRM:ds
,.
EnCl:
,
MORTIER
ENGINEERING, P.C~
1245 PEARL STREET
EUGENE, OH~GOII/ 97401
PHONE' (541) 484.9080. FAX (541) 4S4-6859
TOll FREE IN OREGON 1-877.661,9959
STRUCTURAL
BUILDING DESIGN . FIRE PROTECTION
CODE CONSULTANT. PLAN CHECKING
CONSTRUCTION INSPECTION
BUlLDING ANAL YSIS REPORT
Statement of Conditions and Limit~tlons
CLJENT: McKenzie Taylor Cl)nsri'Uc~ion
LOCATION VJ' PROPERTY: 5428 "e" Street, Springfield
WQ, #IR91i-RRiV1
I. 'type of Inspection'and item:; ;n,I:re'.('.ted is: limite-d to:
U. ~n'Ul:tural Conditions
b. _ W"~thcrpfoufj!I,!r(Exteriol" surtaces)
e, _ Storm Or.in.s;; (Building. Sire)
U. Sile Conditions (Soils, Geological)
e, _ Plumbing (Fixtur.s, Piping)
t: Heating,(Fumace, Heat Pump, Air
- Conditioning, Fireplace, S[o.,.~, Chimney~)
g. --.;. Bli::ctrjc:~'(Sef",il,;t:; WirIng, Outlets)
II. _ OIlier, .
'r"e ;n'I'''";on IS lor Ihe purpo.se of 'Ierting Ihe client '0 m.jor delicieneies in rhe condi'ion"of ,he property demibcd sbove 'nd according 10 th,
,"ndition, conur;n,d 10 Ote .epOf! and 'his ''''''mellt The in'pection aodrepot''''e perfonncd md p"'pw'ed lor 'he .ole, conUdenti,1 und exclu,ive u,<
and POSSt;S~iOll ofth~ CLfEN"f. No obJig:nian 01' respon.sibility 10 oth~r parties i~ ttJ,;~lIm,;.d.
This llUipcction is of the reudil~ .ceessible are.. of 'be building and is Iimiled '0 visual obs...vadon.< orapparen' eondir;ons e,iSling at the ,ime ofthe
in'pec'ico, L1ten, 'nd eoneeuled defectS md deficien<i",,,.e e,clL,dod from 'he in,pOClion; eqoipmen~ eon.<lnl<lion 'n" '''''0," will nOI ",O;'ma"'I'":
M,in<C"nce 'nd o[he, ilenlS may be lIi,eIlSSed, bUI tI1e~ ate nota part orourinspection, The 'eport is no', eompliunee inspection", ee"li'io.hon for
past Or present govcrmnent COdb or J'eguJ:itionli of any kind.
'n,o ;nspeetlon ">'0 repon do no!Odd"ss und are no, inJcnded '0 ,dd,ClS 'he possible p'",enee oror d.lIger from any potentially harmlul SUbstance, .lId
en'!'orlmen",1 haz,rds ;ncludillg but no' hmi"d 10 !3don ga,.lead PSilll, ~,bCSlos, "'''''formaldehyde anll [oxic orl""lll1>blo ehc'"ical" Anyrefe'ences
m.de 10 Ih"e SUb,"",co in on,....pol1 is owl. for 01. 'ole pU",""es or ale";n~ nurelien' 10 Lhe po;,ibil;L, u!'thelr eX;Slence. We 're m'king no poS;'ive
d.I.....";n.'io,,,., t" lI>ok .erual presence,", We do no, do l.bo,,"oryICSling. IfCUliNT wish.. .ny further inforll1ll,ion or recommendati<>1S i,; <<gard '"
the: pre!;.ence ofth~e sllbslanccs, we rc:corn.m~nd conb~tlng <z spcci1l.Ii7.t:d envin:mmcnlal c:onlr!lCtor.
';
'n,e reOort de""i".,. Ih. pmp""." condillon amJ >LaLus on"he a.", of in'peclion, The pulp"'" i, to .Ier, elielilS Lo pr",nt delCc~, Sub'SLrribco soil
eond;,ions, ;Il'c"cssible are.. alld J'cSlLL,'e" spplianm, security ai;.,.ms, ;""<<001 S>"(e,,,s, ,01... hearing sySI."" or p.nels, 'p'inlcler Sy'I>:"", 'pa,. pools,
war" softeners, ccll~.1 v3CuumSYSlems, >nd the p'esence Or ubsence ofrodcn~, lermi,,, or other;i",ec~ "" 'pedt1<.lIyc,clud",'1 "'om ""e ""pc Oflhi,
I'epoo1. While every re",Onable eff"" WIlS n,.de '" ",Iel=.oc [he P"'OP"''>' '""<I Won" no su.nml.., arc .xpr""d orinlplied. No respon'ib;liry i,
""'""0 rClany il>:Ins oUlSide tile seo)>e "rlhis in'pectioll, "or OM we be hold re'ponsible 1'0' work perfonncd bYOlher>, Liubililylord"'",ge"'i'ing out
of Cl'ror, or omissinns shrill b. limi'ed lO lbe cost or[he seope of inspection, No "pr<senla'ioo, are made ,one.mi"s Lhe ,rchl,.Clw.,1 nren.ioco,'in.
.;onditjons.
Murrie, Iingin~"iu", ;ts employe" an" .geo~, "'Surn. no Ilobiiity or responsibility 1'0' Ul. cOst or "cp.idllg,~ ,.epbein~ .ny urH'eported del'ce~ ur
d'li'i.,,,ie,, .i'hcr curr~lI or >!'ising in <he fULnre. or 'or o.nYPl'upel'ty damage,. eon,equenti.1 d'n"'~e or hOdily injury,r"'y"a'"", Tne In>I'''''on ond
report "re ~'o, i"..nded or' In I" '''cd",,, SU",,"~e", wurn;nty, e<p'O>"d 0' implied, rellllrdins 'heudequllCY, perfom>llnce P""'ndition of any in,pecled
scructure, Item or s)'stem. . !
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1'0.. MOR'('JER f.NGINEEklNG, P,C,
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Approval of Shop Drawings means the Configuration, bearing locations and
deSign criteria have been reviewed and approved. As Contractor you must
verity and approve all dimensjon.~ and truss counts on the Layout. "
Trusses will oe manufactured as approved. '
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" "2<m6A"""RO'" McKenzie Taylor Construction a
!, E.u.!leIle, OR 97402 .lOB AOCRESS: ~
;1"')6.......' 5428 E Street (Springfield) ~
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theTRUSSco. inc 'Model =
--' REVlSION~, DATE
WWVnKJITIHJS5CO.COM NT3 r"". D4I09fOR i-~ [O'oiOOJOo 1,000,", 17~..:
Fax:5d16880d12 Apr 10,2008 08:39am P003/009
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7.02.v :. t'nl" :1 2007 MITe\( IndustliBs, Inc. Thu Apr 10 08:~:4a 2006 Page 1
THE TRUSS CO.
, \Job
1'70""
lnm
TI'llS8TyP8
A'
ROOF TRUSS
I The TNSS Co., Eugene"lJK ..,(<tU,e:
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8-3.9
8-3-9
,>0-0
6-<1-7
21-8-7
6-B-7
30.0.0
B-3-9
,31-4-0.
,
1-4-0
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~ate Offsets }X.Y1:
LOADING (psf)
TCLL 25.0
TCDL 8.0
BCLL 0.0
,BCDL 7,0
11.3-11
"-3-1'
fA:O-Z-1U,O-O-2]. rE:Q-.2~10,O-o-Z]
------
1 s.s.s
7+10
30-0.0
. 11-.3~' 1
-.J
SPACING 2-0-0
Plat60 Incrg<1se 1 .15
Lumber Inc;rEIase 1 ,15
Rep Stre5s Inc;r YES
Cod. IRC20<J1jITPI2002
CSI
TC 0.99
BC 0.96
WB 0.41
(Mamx)
OEFL
Vort(LL)
Vor1(TL)
Hor.<(TL)
in (Ioe)
-0.46 A-I
.0.99, A-I
0.13 E
Vdo~
>n2
>358
nla
IJd
360
240
in/s
i
p~TES GRIP
MT20 185/148
Weight>97lb
LUMBER
TOP CHORD 2 X 4 HF No.2
BOT CHORD 2 X 4 HF No.2
WEBS 2 X 4 HFISPF Slud/STD
i REACTIONS (Ib/size) A.1 179/0..5-8, E=,288/O-5-a
Max HorzA=-83(LC 4)
Max UpliftA~249(LC 5), E=-320(LC 6)
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly appli&d.
. Rigid ceiling (IIrectly applied or 2-2-0 oc bra.cing.
FORCES (I b) - Ma,ximum CompmssionlMaximum Tension ,
TOP CHORD A-B-27901602, B-C=-2354148Si C-D=-23421473. D-E~27911586. &1'=0127
BOT CHORD A~=-05512583. H-l=_266I1n5.G-H~6611775. E~-46712S65
WEBS B~.-5931274, C-r-"39/e7e, ~;28/659, CH3~5831267
NOTES (8) ,
1) Unbalanced roof live loads have been considgnx:! for this design. .
2) Wind: ASCE 7-05; 1 OOmph; h=25ft; TCOL=4:apsf; BCDL;:;4.2psf; Ca.teQory II; Exp B; ei1closed; MWFRS (low.f1se) gable end zone;
cantilever left arid right exposed: end vertical left ana rignt exposed; L:umber DOL=1.33 plate grip OOL=1.33.
3) This tnJ8B hee been designed for ~ 10.0 pst bottom chord live rood non'concurrent witl1 any other live loado.
4) . Thi6 tnJS$ has Deen designed for a live load Of 20.0psf an the bottom:chon:f in 311 area3 where a rectangle 3-6-0 tall by 2-Q..{l wide
will fit between the bottom chord and any other members.
5) Provide meChaniCal connection (by others) of IrUss to bea.ring plate capable of withstanding 249 Ib uplfft stjoint A and 320 Ib uplift
.st~ntE. ' .
6) This truliii& is deSigned in accordance with the 2006 International Residential Code sections R502.11.1 and R802.102 and
referenced standard ANSIfTPI1. .
7} This tru5S is designed for 8 creep factor of 1 25. wnlch is used to calculate the total load deflection., The building designer shall
verify that thi5 para:meter fits with the intended use of tt'lls component. . .
8) See Ia.yout for hangar information
LOAD CASEIS) stand.'"
THE TRUSS CO,
Fax;5d16880d12
Apr 10 2008 08; dO am POOd/OOg
!Job ITruss
'1170~ A1G~
The Truss Co., Eugene. OR 97402
JT~SS IYJle
;GASI.~
I:~
p~ IMct<enz1e TSyklr(17034)MS
., __. _1 J,Ob ,R~fer~ (op1JOna~
(.Ut.u g f..Iov !d :OWU l MileR. lnaustrigs, Inc.
I
I
Tnu Allr10 OB:38::;Q 2008 Page 1 1
,-1-4..().
,.....0
154<) ,
15-0-0
30=
l~-o
~l4<Jj
1-+0
Sca~ = 1:52,!
!
4~=
ij
i~
J;
K
J [' L
'00[12. F G~~:l~:~~'~~r:a p
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~ 1l"'TS " . "'l'
~ B~U' E' J--" 31
:r V ~~~~~~~~1S1,RS;~~t~~QQ~~::~:~::~::::~::~~ (
:b:S = A~ A.l AI( ..u fAJ AH AG A~ AEi AD _"CAB AA' Z
i
[
,
Q I
. I
s
I
" ,
~ u .~
l~ :
w v 3>.5=
v
x
".=
I
I
~;~'NG (~sf)
! TelL 25.0
: TeOl 8.0
8Cll 0,0
8CDL 7.0
30=
30=
I
I
J
:l
i
sPACING 2-0.0
P~tes IncreasB 1 .15
Lumber Increase 1.15
Reo Stress Incr : YES
Code IRC2006rrPl2002
CSI
TC 0,21
BC 0,12
W8 0.06
(Matrix)
oEFL
Vort(LL)
Vort(TL)
Ho>z(Tl)
in:; (kJc) Vdafl
0.00 U n/f
0.01 U n/r
0.00 T n/a
Lid
120
90
nla
PLATES GR.IP
MT20 185/148
. Weight: 133lb
LUMBER
TOP CHORD 2 X 4 HF No.2
80T CHORD 2 X 4 HF No2
OTHERS 2 X 4 HF/SPF SludlSTO
REACTIONS (lb/slze) 8=247130-0.0, T=247/30-0-0, AE=10<J30=. AF=107/30-<l-O, AG=107/30=: AH.106/3Q-O-O, AI=10BI30-0-0, AJ=101/30-Q-0, AK=134130-O-0,
AL=-2"30-o~O, AM:::E347/3Q-O-O, AC=1 07130-0-0. ABc107/S0-0-O, AA=106/3D-O...o, 2=108130-0-0, Y=1 01/30-0.0. X=134/30...()-O. W=-21/30-O-0,
V=347/30.Q-0
Max Horz~.74(lC4) j f
Max Upl'~B=-86(LC 5), T=-97(lC 6), AF,;-25(LC 3). AG=,35(LC S), AH='32(LC 3). AI=:32(LC 3). AJ=-32(LC 5). AK~37(LC 5). AL~27ILC 2}, AM=..!lB(LC 3), I
Al>-23(lC 4). AB=~6(LC 6), M;,-32(LC 6), Z=,32(LC 4), Y=-32(LC 6), X=-37(lC 6). W=-27(lC 2), V=-6B{LC 4)
Ma;J:; GravB=247(LC 1),T=247(LC '). AE=104{LC 1), AF=108(LC 9), AG..l07(lC9}, AH=106(LC 1), AI=108(LC 9), AJ=101(LC 1), AK:::134(lC 1),
AM=347(~C 91, AC=109(LC 10). AB=107(lC 10), M=106(LC 1). Z=108(LC 10), Y=101(lC 1), X=134(LC '), V=347(lC 10) .
BRACING
TOP CHORO
80T CHORD
;, Structural wood sheathing directly applied or 6-0~D QC purlins.
RigId ceiling direclly applied or '0-0...0 oc bl'3cing.
F:ORCES (Ib) - Maxim~m Compre$5ionlMa,~jmum Tension,
TOP CHORD A-B=0126. ~/44, C-O=42163, !HO=-11I68. E-F~19182, F'{)~1B194. G-H=-181106, H-I~1B1118. .J=.181131,
J-K=16/140. K-l=-18/138, L...,,-1B1123, M-N~1B1104, N-Q=1B11l6, 0-P=-,8169, P-Q=c16/5l, Q-R=-11133.
R.-S~2128, S- 7:.49/44, 7.,u.0126 ' "
BOT CHOR.O 8-AM=0I75, AL-AM=0176, AK-AL=on5, AJ-AK=0175, AI-AJ=OI7S, AH-AI=0175, AG-AH"onS, AF-AG=0175,
AE-AF=0I75, AD-AE=<OI7S. AC-AD=O(T5i AB-~C:.()f75. AA.Aa~0{75, z-M=onr;" Y-Z=0f75.X-Y=f)f75, W-X=0f7S.
V,.W=Qf75 T-V=0I75 ,
WEBS ' K-AE=-85IO. J-AF;;;;~90136, I-AG=-88I46. H.-A.H~8/43, G-AI=-B8J44. F-AJ=-85143, E-AK=-1 05151. D-AL=O/11 ,
C-AM=-2651119, L-AC=60/34, M-AB=88147; "'M~89/43, 0-Z=88/44, P-Y'-85/43, Q-X':"05l51. R.W-0I1',
S-V~2651119 ' '
NOTI;S ,(12) "
, )'Unbalanced roof live loads ~ve been considered fOr this design,
2) Wind; ASCE 7.05; 'OOmph; h=25~; 7CDL=4.8pSf; 8CDl=4,2psf; Cat"9o'Y II; Exp B: .""'oseo: MWFRS (lOw-riSe) gable end zon.:
c~ntifever left. and right e~sed ; end vertica/,left and right exPosed; Lumber OOL=1.33 plate gripOOL=1 .33. .
3) Trvss designed forwinclloac1s trune plane of the truss ont)'o For studs ~&ed to wind (florma.l to the faC.B), &ee M1Tek .Standard
G~ble End Datail" ,
4)Thls (rUSs ha& been deSigned for a 10.0 psf bot1omchol'ts'Uve load. nonconcurrent witn any other live loads:
5) All plates are 2){4 MT20 unless otherwise indicated. '
6) Gable'requires continuouS bottom chord bearing.
7) Gable studs spaced at 1-4-0 OC.
8). This W6.& has b6en:deSignea for a live load of 20.Opsf On the bonom chord in aU areas where EI rectangla 3-6-{) tall by 2-0-0 wide
will frt between the bottom cMord and any other mamoers. . ,
9) Provide mechanical connection (by o~hers) of truss tobe3Mg plate capable of withstandir'lg 86 Ib uplift at joint S, 9l1b uplift at joint
T, 25 Ib uplift atjOil'lt AF. 35lb uplift at joint AG, 32 Ib UPlift. at joint AH. 32 lb uplift at jolnt AI, 32 Ib uplift at joint AJ, 37 Ib uplift at
joint AK,. 27 Ib uplift at J~nl AL, 88 Ib uplift at joint AM. 23 Ib uplift aljoint AC. 36 Ib l.lpltft at joint AB, 32 10 uplift: at joint AA, 32 lb
upli1\ at joint Z, 321b uplift at joint Y, 371b upli1\ aljainl X. 'Zllb upiift a(joint Wand 88lb upun atjoint,V. '
10) This tnJS6 ill dal;IQnoo. in accordance with tM 20061ntematio",",1 R8~idential Code sections R502.11.1 and R80;Z.10.2 and
referenced standard ANSVTPI1. . _' '_ . l
11) Ttli, tru33 iB de5igned for a creep factor of 1.25, wtii~h is used to calculate the total load aeflection., The buildIng deSi9nkr shall
. c_ ,,;..~'':'__!bBtl:lB~rBmBtsr~ ~f!l ~ tnu~nded USf;l ,-"",this COmoonen1.
Job
"""
1'103<4
A1Ge
The TruG:S CO,,-Sl,Igene, DF{ 9740:l
, 2) See layout for hanger"infQrmetion
LOAD CASE(S) ,Stan(jard
I'.... Typo
: GABLE
,i
THE TRUSS CO.
Fax:5d16BBOd12
Apr 10 200B OB;dOam P005/009
r
~Iy 1 IMcK8nZlBTa.~~17034~ .'
. Job RIHQMf'\Cft (Optlon8{\ _
7.0:l0aNov Q2007MiTeklndustries;lnc. ThuA()f'008:38~602008 Page2
I
THE TRUSS cd,
Fax:Sd16BBOd12 Apr 10 200B OB:dOam PODS/DOg
IUly i~;Y 11\,.~.la)'lOrtl,u~J~
i J ' ' I~nb R...,,,,,,,, .lopllcmsll
7.0205 NOV 92007 MITek IndU!itri8:s. Inc. Tl'lu Apr 10 08:38:50 2008 Page 1 ~
17034,
I~~'
j-1russ Type
ROOF ~uss
Job
I The Truss Co., e.~gene, OH ~7402
. I 8-1-2
6-1-2
1 <Hl-O
6-10-14
19-9-4
4-9-4
24.i;-8
4-9-4
30-0-0
5-5.,'1
,31-4-0,
1-4-0
St;:;Il,l~= ':5'.:
4.6=
c
1<
I~
6
W3
W5
I'
F ~I~
= G_~I
~--...:; '0
,..'"
',OOi'lz
loI4~
~A
;;J
Q
<
2x4/"<
3"" '"
2><4"
4x12~
0411 H
5~5 =
2,00 112
'6-10..;2
6-10-2
12-l;-o
5-7-14
18-6-4
6-0-4
24-<>-8
6-ll-4
24r9-4
()'2-12
3().Q.()
5-2-12
".PI2te Offsets fX.YT ff.:O-3-14.o..'~81.rH:[)-:l~.0..{)...41~
LOADING (pol)
TelL 25,0
, TCDl 8,0
. BelL 0.0 II i
i BCDl7.0
lUMBER
TOP CHORD 2 X 4 HF No.2
BOT CHORD 2 X 4 tiF No.2 .E;.;cept'"
F2 2X 4 HFISPF StudlSTD
2X 4 HF/SPF Stud/SID "'Except'"
W5 2 X4 HF Stud
SPACING 2.c.c0
Plates Increase 1.15
Lumber Increase , .15
Rap Stress Incr YES
Code IRC2006ITPI;2002
CSI
TC 0.97
BC 1,00
WB 0,64
(Mat~x)
DEFl in (Ioe) IIdefl lid PLATES GRIP
Ven(LL) -0.33 J.K . >687 360 MT20 1B5'148
V.~(TL) -0,56 J.j\ >504 240 I
HOr2(TL) 0.24 H nJa n/a
Weight: 1,21b
BRACING
TOP CHORD
BOT CHORD
Structura.l wood sheatning directly s.pplied.
Rlgid.ceiling din:ldlyapplled. Except
3-11-0 oc bracing: H-I
WEBS
~EACT10NS (lb/siZe) A=819IO-S-.8, F~...J8610-.5-8, H:2033J0..S..8
"-lax Ho>zA=S2(lC 4) ,
Max UpliftA=-186(LC 5), F:;;-469(LC 9). H=-353(LC 5)
Max GnIv A=819{LC.1). F=' OOllC 3). H=2033(lC 1)
FORCES (lb) _ Maximum Compn:uiSionlMaximu"; Tension. '. _,
TOP CHORD A-8"-3;26l1705, B-C~1977!379, C-O=-4S8I214, D-E=-4911152,E-F=-40412035, F';:;=0127
BOT CHORD A-K=-Il6913073, J-K=70212967, ~J=-130ll046, H-I=-16911415, F,H=-'8581405
WEBS 6-1<=01312, B-J=11701446. G-J"'94/1Z19, C-I~9481226, 0-1=-306/149. E~...s6912231; E-H='619/319
,
NOTES (9)
1) Unbalanced. roof live loe,ds havQ been eOr'\sldered fer this-design.'
2) Wind: ASCe ?..()S; 100mph; h=25f1; TCOLc::4.8psf; BCDL=4.2psf; Category II; Exp B; enClosed;MWFRS {Jow-riSe} gable end zone;.
cantil9ver left and right exposea : end vertical left and tignt exPOsed; Lumbar DOl=1.33 pla.tB grip DOL=' .33.
3) This truss has been designed for a 10.0 pst bot:tom c_oord. live load nonconcurrent wllh any other live loads.
4)" Thi& truss has been designed for a live load of 20.0psfon the bottom chord in all. areas where a'rectangle 3-0-0 tall by 2-0-0 widQ.
will fit between the bottom chord and any other-members. .
5) Bearing at joint{s) A considB/"$ parallel to grsil1 value using ANSlfTPI1 angle to grain formula. BuildingC2eslgner should verify
capacity of beartng surface. .
6) Provide mechanical connection (by ottlers) oftrns& to b9aring plale capable of witnstanding 186 Ib uplift at joint A, 469 lb uplift at
joint F and 353.lb uplift at joint H.
7) This.truss is. deslgl1edin ElCcordance ~Ith the 2006 Intemational Residenijal COde sections R502.11.1afl<l.R802. 10.2 and
referenced standard ANSIITPI1. . . : <
B} This truss is desIgned for a Cl'l:lep feeter of 1.25, which i& uGed to calculate tha toialload deflection. The builalng designer shall
verify that this parameter fri& with the Intended U5El of ihis component.
9) See layout for hanger informstion .
I
LOAD CASEIS) Standei'd
"
THE TRUSS CO.
Fax:5d16880d12 Apr 10 2008 08:dOam
; Diy Ply _..T'y1O~17Il34)MS
13
P007/009
Job
!T1V$S
I Truss TVPO
'ROOF TRUSS
,.~!1'~
17~34 iA3
The Truss Co., Eugene, oR 97402
_. JoP J3:~ce (op.tionsl)
J.U20 s Nov 9 ,lUU' I'Jtllak Ul(llSStriaS, Inc, Thu Apr 1008:38;51 2008. Page 1 :
.-1-4-0,
1-4-0
8-1-2
8-1-2
IS<}.{)
6-10-14
,g..g~
4-9-4
24~.8
4-9-4
-,
30-0-0
!'>-&.8
rH-O.
1--4.0
S~eI. = 1:53.;
4x6 =
o
c
5x5"
4.00 R2
"
.
<
W5
G
<
M~~
6
o
L
2x4&
2:1:4 II 4X1Z:;:::
I
---'~
2X4 .1,1
",,=
@
3<5 '"
3X8~
2.00r"i2
I Plata Offsels CX. Yl:
I
I LOADING (pst) SPACING 2.0-0
. TelL . 25.0 PlaNs Increase 1.15
TCDL 8.0 Lumber Increase 1.15
BelL 0.0 Rap Stn3:;.S Incr YeS
BCDL 7.0 Coda IRC2006fTP12002
I LUMBER
TOP CHORD 2 X 4 HF No,2
, BOT CHORD 2 X 4 HFNo2 "Except"
I F2 2 X 4 HFISPF Stud/STD
I WEBS' 2 X 4. HF/SPF StudtSTD -Except.
. W52X4HFSlud
REACTIONS (Ib/s"e) B=9271O-5-8. G~3781O-5.ll..I=202()lo-5-S
Max HoIZB~74(LC 4)
Max UpltftB-2:56{LC 5), G--4G1(LC S), 1=~4(LC 5)
Mox ()",vB=927(LC 1). G=94(LC 3), 1=2020(LC 1)
6-10-2
6-10-2
rG:O-3-14.0-1-'81.1I:D-Z-8,0441
12-1HI
5-7-14
18~
6-0-4
24.<l-B
6-0-4
24,9-4
0-2-'2
30-0.0
5.2-'2
CSI,
TC 0,92
BC 0.92
WB 0.83
(MatTix)
DEFL
Vart(LL)
Vert[TL)
H<=(n)
.0.33
.0.58
023
in r'(lcc}
K-l
K-l
I
lIdefl
>895
>507
"ia
Lid
300
240
n/8
PLATES
MT,'2:0
G,"JP
185114&
Weight 114 fb
PRACING
TOP CHORD
BOT CHORD
Structural wood sheattllng directly applied.
Rigid ceiling directly applied or 2-2-0 oc bracing.
3-11~O oc bracing: ~J .
Except:
FORCES (Ib) - Maximum Comp~S:SionlMaxifJlul'l'! Ten.?ion
TOP CHORD Ml=0/24, B-C>-32301069. e-o=,I9681372, D-E=-4g0/215, E-~:.d931153, F-G~38712011, G-H-0/27
BOT CHORD 6-L~a3213020. K-L=-{;74129Z7, .H<.~'3011047, 1.,J-1869/JW, G-1.,1B3O/390 1 '
WEBS (A-0/30B. C-l(=,1138/425, D-K~-1B61'207, O.J~939122', E.J=,3061149, F.J=-357t<214, F-r-1609/317
NOTeS (9) ,
1) Unbalanced rooflivB loads-have been considered for this design.
2) WinO~ ASeE 7-05; 1 OOmph; h=25ft; TCDL=d.apsf;BCOL~.2p6f; Calsgory II; E.xp B; 8_ncloseO; MWFRS (Iow.ose) gable end ZQl"\ei
cantilever-left and light elt,pb&ed ; end verticallfift and right expossd; Lumber DOL=1.33 plate grip DOL=1.33.
3) This U1.mS has been de$igned (or a 10.0 p9f bottom chord live load nonconcurrent with any other live loaas.
4). Tnl,s tT:\.lSS hasbgen designed fora Ilv~ load cf20~Opsfon lhe boltOmchord in all areas where a rectangle J...S-O tall by 2-0..0 wide
will fit be~een the bottom chord a'no any other:members. ,,'..,'
5) "earing at joint{s) 5.considel"& parallel to grain wlue using ANSVTPI 1 angle to grain formula. Building'deslgner should.verify
capacity of bearing Sl.lnace. '. :
6) Provid~ mechanical connection (by otheM>) of truss to bearing'plate capable Of withstancllng258 Ib uplift. at'Jolnt B, 4611b upltfl. at
joint G and 344lb 'lIplifte.tjoiMt I, .' _ '
7) This tnJsa is d~Signed in accordance with the 2006 ~ern~tionBl ReSidential Code secUons R502,1 1.1 and!R802.10,2 and
re.ferenced standard ANSVTPl 1. ' .
B) This truss h. des_igned for a creep factor of 1 25, which is used.to calculate the total load deflection. The building designer shall
verify that this parafl'leter fits with tI1e irnendad usQ of this componer'lt. '
9} See layout for hanger information
LOAD CASE(S)' Sta~da.-d
THE TRUSS CO.
Fax; 5d 1,6BBOd 12
Apr 10 200B OB;dOam POOB/009
JOO
i Il'\J5S 1)'tI'S'
I ROOF TRUSS
I~ry
P,'Y MCt'\enzle -;- aylOf(1l034}MS
I~";'
'~.l .
The Tl\1SS Co., Eugene, OR 97402
Job Refnr13MCe foptionall
7.0206 No\! 92007 MiTek.lnClU5tnes, Inc. Thu Apr 10 08:38:52 Z008 page 1 i
,-1-4-0,
1-4-0
8-1-2
8-1-2
..L<&P
6-1ll-14
19.;.9-4
4-94
24.<i-a
4-9"
30-0-0
:;':;'6
~1-+c, i
1-4-0
SCal6;':~.7
4"" =
D
"
,
,
,
3ll.4~
C
WJ
r
""''''
F
4.00 f12
W,
.
K
5<,
L
b.4ij
J
4;1(12.::.
,
~
I
""=
G G
~ '
~~~~
".'"
3zB-:==
2.00[12
6-1ll-?
6-10-2
Plate OffBe\6lX..)'LrG:(}'3~'4.o-1-81. 1I:9~_~~~71
12-64)
5-7.14
. I
18-6-4 24-6.,'3 24,~-4 30-0-0
6-0-4 6-0" 0-2-12 5-2-12
r- -" --
DEFl in (Ioe) Vdefl Ud Pl:AlES GRIP
Ve"(l1.) -0,33 K-l =-895 36D MT20 1851148
Ve"(Tl) -0.58 K.l >507 240
Hocz(Tl) 0.23 I nla nJa
Weight 1051b
lOADING (psf) ,
Tell 25.0
TCOL 8.0
BCLL 0.0
BCOl 7.0
SPACING 2.0-0'
Plates Increase , ., 5
Lumber Increa~e 1.15
Rap Stress Incr YES
Code IRC2006ITPI2002
CSI
TC 0.92
BC 0.92
we 0,83
, (Matrix)
LUMBER
TOP CHORD 2 X 4 HF NO.2
BOT CHORD 2 X 4 HF No.2
WEBS 2 X 4 HF/SPF Stud/STO -Ex'capt'
W5 2 x4 HF Stud
. ~E.AcnONS (lb/size) 6=927/0-5-8, G.....376lO~8, liI.:2020/0-&-8
Max HorzB~74(lC 4)
Me. UpM1B=-2S8(LC 5); G=461(LC 9).I=-344(lC 5)
Max GmvS=927(LC 1). G=94(LC3); 1=2020(LC 1)
8RAClNG
TOP CHORD
BOT CHORD
structural wood sheathing directly applied.
Rigid ceiling directly applied or 2-2-0 oc bracing.
FORces -(lb) ~ Ms.x:im_':lm ComprassionIMaxlmum Tension
TOP CHORD AS=0/24. B-C~32301669, C-D=-1968r.l72, o-E=-491ln15, E-F='49311S3, F'G=-3871201 1, G'H=0127
, BOT CHORD 8-1."-632/3020, K-l=-67412927, J-K~13011047,1.J=-1869/3Q9, G-l~1836/390
WEBS C-l~308,C-K~113B/425, o.J<=-186/1207. 0-'=-939/221, E-J=-306/149, F-J=-.357/2214, F-l=-1609/317
NOTES (9) , ,
1) Unbalanced roof live loads have been considered for this design; .
2) Wind: ASeE 7-05; l00mph; h::25ft; TCDL=4.8psf; BCOL~.2psf; Category II; E,xp B; enclosed: MWFR,S (lew-riSe) gable end zone;
cantilever left and right exposed: Md vertlcallefl'Elnd right e;q)Osed; Lumber DOl=1.33 plate grip DOL=' .33.
3) This truss has been designed.fOr a 10.0.psfbottom chord lIve load nonconcurrent Wlth.any other livaloads.
4) . This truss hlits. been designed for a live load of20.0psfon the bottom chord in all areas where a ~n9le 3-6-0 tall by 2.{)-O ~de
will fit betWeen the bottom chord and any other members.
; 5} Bearing atJOlnt(,) B consider,i parallel t6 grain.valu8 U$iog ANSVTPl1 ang~ to grain-formula. Building deetigner should vertfy
capacity of bearing surface., _
6) Provide mechanical connection (by others) of truss to bear1ng plate capable: ofwlthSlBnding 2581b uplift at joint B, 461 Ib upllli: at
joint G and 344.lb uplift at joint I. .
7) Ttlis truS& is designed in eccordanCQ with-the 2006lntsmational Residential Code sections R502.11.tand RSD2. 1 0.2 and
referenced standard ANSVTPll.
8) Thi.$ trus6 is designed for a creep factor of 1.25; which is used ,tp calculate the 10tBlIoad deflection. The building designer shall
verify that this paralfleler fits with the intended usa of this component.
9) See layout for hanger information
'; LOAD eASElS) Stan""",
I,
THE TRUSS CO.
Fax:5d16880d12 Apr 10 2008 08:dOam P009/009
aty jprlj McKenzieTayt:lr(1T034)MS
7 I'
. _ _ _ :;IobR,!~mnl:;9JO'p'!lOnal)
7.020 5 ~ov 9 200f ltJIrTeK.1I10ustrie::s, h'lC;. 71'\u Apr 10 08:38:53 2008 Page 1
. JoD
17034"
T....
I lru.. lype
. ,ROOF TRUSS
AS
I The TnASCo.,.~u~ne, ,O~-97402
:-1.A~1
1.11.0
8-.1-9
8-3,.9
'5-0-0
6.8-7
21-8-7
6.8-7
30.0.0
8-3.9
,31-4-C,
,
14{)
S~I~ - , :5Zj
!
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, ~OADING (pst)
TelL 25.0
TCDL 8.0
BelL 0,0
BCDL 7.0
SPACING 2.(),(l
Plates Increase 1.15
Lumber Increase 1.15 .
Rep Stress Incr YES
Cooe'RC2006ITPI2002
CSI
, TC 0.93
BC 0,91
WB 0,40
(Matrix)
18.8-5 3()-O.D
7-4-10 11-3-11 I
~
I
OoFl In (Ioe) IIdefl UQ PLATES GRIP
Vort(LL) -0.46 .. B" >T72 360 MT20 1851148
Vort(TL) -0.97 B" >364 240
Horz(TL) 0.13 F 01. nla
weight.: 991b
i
I PI31e OttBels D(YJ: fB:O~s.-2.o-2-{)1. rF:~2.Q..2';'()1
11.3-11
11.,.,.11
LUMBER
TOP CHORD 2 X 4 HF No2
BOT CHORD 2 X 4 HF NQ,2
WEBS 2 X 4 HF/SPF SludlSTD
BRACING
TOP CHORD
BOT CHORD
'StrUClural wood Sheathing diracUy applied.
Rigid ceiling din:lctly applied or 2-2-0 oe bracing.
REACTIONS (Ib/lilzs) 5=1285/0-5-8, F='28510.5-8
Max HolZ B=-74(~C 4)
Max Upl;ft6~3'9{LC 5), F=-3'9(LC el
FORCES (lb) - Ua,x;imum COmpresSionlMaximum.Tension
TOP CHORD A-B=0127, B-C=-27831584, C.D=,2334/472"ll-E~2334/472, .-1'=-2783/584, F-G-0I27,
BOT CHORD B-J~53712557, J-K=.26111767, I-K=-26111767, H~=-261117e7. F-H~557 . "
WEBS c.J=-.583I2G?, 0-...1=.128/660, D-H=-12B/660. E-H=-5B31207
NOleS (8) , '.
, ) Unbalanced roof live loads ha.ve bean conside'~d for this design.
2) Wind: ASCE 7..(15~ 10Omph; h""25f\; TCDL=4.8p$f; BCDL=4~psf; Category II; Exp B;enciosed; MWFRS (low-rise) gable-end zona;-
cantilever left and right exQ03ed ; and "erticallen and right 9lt.pOsed; Lumber OOl=1.33 plata grip OOL:01.33.
3} TNs. truss hali'been'deslgned fora 10.0 psf bottom chord;live load nonconcurrtlf'lt with any other live loads. .
4) - ThiB trus:s has Deen designed for a live load of 20.0pSf on' the botiom chord In all areas where a rectangle 3-6-0 tall by 2:.0-0 wide
wm fit betwQ$I\ the bonom chord 'and any other- mem~.
5) provide mechanical connection (by othtm;) of truSs to beering plate: capable of withstandIng 31 91b uplift at Joint Band 319 ID uplift:
~~imF. . .
6) Thi9 truss is desIgned in accordance,with the 2006 International ReGidential Code sections R502.11. 1 and R802.1 0.2 and
referenced sta.ndard ANSlfTPI 1.
7) This trU66 is d9S!gned for a creep factor of 1.25, whictlls used .to c;a.lculate the totalltiad deflection'. The building desig'rier snail
verify thai this pararneter ftt.s with the IntendeC'use mUlls component.
8) See la,yout fof' hanger infonnation -
LOAD CAllo(S} Stands'"