HomeMy WebLinkAboutMiscellaneous Miscellaneous 2008-4-11
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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 dimensions and truss counts on the Layout.
Trusses will be manufactured as approved,
'1
'." ,<
,
hone: (541) 688-8671 rax: (541) 688-0412
PROJECT: Carlos, Guadalupe (1?042)
MODEL:
rAG:
_OT # SUBDIV;
Jl~~")O<+' virginia Ave
rl!JlSpringfie'd, OR 9H78
Contact: Job Super:
Name: Guadalupe Carlos
~ I ~1:Ec I ~:1~;108 L~,::~~;;~~' ,U
J Ordered By: Account No: 000001501
Guadalupe Carlos Salesman: David Lounsbury
(541) 746,9650 Dcs<gner: BF
( ) . P,O, Number:
Phone:
Fax:
(541) 746-9650
( ) ,
'entative D~livery Date: 04/16/08
:lIVERY INSTRUCTIONS:
Profile: I Qt,Y:1 Truss Id: I Span: ITrU5S Type:I'~IOpe LOH ROH I Load By:
,/f~1ttrL~,. I I /14-00-08 I I 8,00 I I
1 A1GE OAH 05-08-06 'j 01--00-00 01-00-00
63 Ibs, each GABLE 0,00
..;il11"llrn:r~ . B1GE 126-00-00 I OAH 09-08.03 8.00 I
1 01..()O-OO . 01-00-00
152 lbs, each FINK 0.00
-- - - __ ___~U_ __.1.._
~ B2 26-00-00 ' /8,00 01-o9-O() I
1 OAH 09-08-03 01-00-00
102 Ibs. each COMMON 0,00
/~ B3 26-00-00 8,00 01-00.00
13 OAH 09-08-031
1011bs, each COMMON ~.OO
iU1Imnr~. I B4;GE 26-00-00 8.00
1 I OAH 09-08-03 01-00-00
1621bs. each GABLE 0,00
c(llllllmnD:ub., I 01GE 28-06-10 I OAH 08'01-05 6.00 01-03.07 I
01-03--07
15S!bs. each GABLE 0,00
I
~~" 28-06-10 6.00 01-03-07
10 02 I OAH 08-01-05 01-03;:-07
103 Ibs, each COMMON 0,00
. ~~J 01 Jl I 4.00
:::;::::il'<-:~~' 04-08-08 ~ OAH 02-02-08 01-00,00
12 Ibs. each I MONO TRUSS 0,00
~~ I" '" J 06-01-00 4.00 I
'(IJ2 ,
~- I OAH 02.08-00 0,00 01-00:-00 i
-' ~_ _ ____~5Ibs. each ..~O~O TRUSS ,- ---- ---------\--,--,-
Total Trusses 9 T otal Design~ 3,136 Total Weight
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29336 Airport ROlld
F.'ll!:;t>lIe. OR 97402
Carlos, Guadalupe
s
f 4099 Forsythia
o
T Springfield, OR 97478
o PH-(541) 74~,9650 FAX.
DELI\I'ERY
17042A
Phone: (541) 688-8611 Fax: (541) 688,0412
PROJECT: Cartos, Guadalupe (17042A)
MODEL:
TAG:
LOT # SUBDIV:
~ Clips
~ 3841 Virginia Ave
1; Springfield, OR 97478
ORDER #
QUOTE #
PAGE
DATE
TIME
17042A
1
04/16/08
10:24
Contact: Job, Super:
Name: Guadalupe Carlos
Phone: (541) 746,9650
Fax: (),
Ordered By:
Guadalupe Carlos
(541) 746-9650
() -
Account No:
Salesman:
Designer:
P.O. Number:
000001501
David Lounsbury
MG
T entahve Delivery Date: 04/16/08
'ELIVERY INSTRUCTIONS:
MISC. ITEMS @
Quantity: Description:
62 #01 USP RT7
aming: We ":arTl that tfusses c~ cause pro~erty damage or personal injUI)' if improperly installed or braced. :' Customer's or his agent's acceptance hereof shall
nstitutc his affinna1ive representation that he is fully trained in proper and safe methods of truss istallation and bracing, Refer to the provided pamphlet
titled "BCSI-BI Summary Sheel - Guide for Handling, installing and Bracing of Metal Plate Connected WoOd Trusses" by. Wo~ Truss Council of America and
us!; ~late Institute. Do not cut. alter. or use' damaged trusses without engineering approval. It is the customer' responsibility ,to provide access to the jobsite.
lckcharges will not be accepted regardless of fault without prior written notification by customer within 48 h1urs of delivery and investigation by The Truss Co.
love listed'items have been received in good condition, (exceptions listed to right).
'Ite:
Received- by:
lank You for'yourBusiness.
':8 <
38,fvirginia Ave, Springfield, OR, Google Maps
http://maps,google,comlmaps?f~q&hl~en&geocode~&q~3&~ I + V irgi:"
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Address 3841 Virginia Ave
Springfield, OR 97478
I Get Google Maps on your phone
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4/15/20087:08 AM
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/17042
""The'Truss Co
- \Truss ,-----
IA1GE
, Sumner WA f Eugene OH. UNL
I~'Y
'IPiY~ -iDelgacto Guadalupe(17042)--bt
11JabReleren~l) _~~
7U;JOsJan ;J;W08M!leklnouSlnes TocMQnAPr140853412008 Page 1
I Truss type~
IGABLE
~ 1--0--0
1-0--0
7_0-4
7,0-4
14..(J-R
7-()~
4x6:::
3
8,00[12
~-8
~ iT
)T,
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,
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or
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7-0-4
',0-4
'0 n
14-0-8
7-0-4
DEFL '" (lac) Udell Ud
Vert(Ll) 0.03 5 "I, 120
Vert(Tl) 0.05 5 of, 90
Horz(Tl) 0.01 4 "" of,
Plate Ottsels (X..YLJ1~0.1:2;Eagell~:J~~dgeJ
.____ ~pe 1 of 9
15.fi..8 J
1-0-0
Scale: 318-=
5x7=
PLATES GRIP
MT20 1851148
LQADING(psl)
TCll 25,0
TCDl 80
BelL 0.0
BeOL 7,0
LUMBER
TOP CHORD 2 X 4 HF NO,2
BOT CHORD 2 X 4 HF No.2
OTHERS 2 X 4 HFfSPF Stud/STD
SPACING 2-0-0
Plates Increase 1.15
Lumtlerlncrease 1.15
Rep Stress Incr NO
Code IRC2oo6fTP120Q2
CSI
TC 056
Be 0,56
WB 0,00
(Matrix)
BRACING
TOP CHORD
BOT CHORD
Slructural wood sheathing direcdy applied or 6.0-0 oc pur1ins,
Rigid ceiHng directly applied oi" 10-0-0 oc bracing
REACTIONS (!bfsize) 2=469/14-o~. 4='469/14-0-8, 9=67J14-0-8. 10=69/14-0-8, 11=-72J14-{)-8, 12=182114-0-8. B=69/14-{)~; 7=:72114-o~, 6=182f14-O-8
Max Hon:2=13e(LC 4)
Max Uplift2=-15t(lC 5), 4=-152(lC 6), 1Q=-2(lC 5), '1 1"'-91{lC 9}. 12=-77(lC 5), 8=-2(lC 6). 7:=:-91{lC 10j. 6=-77(LC 8)
Max Grav2'=469(LC 1), 4=469{lC 1). 9=71(lC 9), lQ=:;73(LC 9), 11=6l(LC 5}, 12=216{LC 9), 6=73(lC 10). 7:=:61(lC 6), 6=216{lC 10}
,
FORCES {Ib) - Maximum CompressionfMaximum Tension
TOP CHORD 1-2=0135. 2-3=-561J184, 3'4=-561/183, 4-5=0135
BOT CHORD 2-12=-671364. 11-12'=---671364. 10-11=-671364.9-10=_67/364.8_9=---67/364. 7.8=.671364, 6-7=-671364. 4-6=-67064
NOTES (12)
1) Unbalanced'roollive loads have heen considered tor lhis dL'Sigl"l. I,
2) Truss designed for wind loads in Ihe plane of the truss only. FOr studs exposed 10 wind (normal 10 the lace). see MiTek -Slandard Gable End Delai!"
3) This truss has been designed for a 10.0 psf bottom Chord live lOad nonconcurrent with any olher live ioads
4) All plates are 2x4 MT20unless otherwise indicated.
5) Gable reQUires corninuous bolJom chord beanng.
6) Gable stuns spaced at 1-4-0 oc.
7)' This truss has been designed for a live load of 20.0psl oolhe bottom chOrd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bonom
chord and any other members, -. , "
8) Pro/ine,mechanical connection (by others) of truss to bearing plale capable of with SIan ding 1511b, uplift at joint 2, 152 Ib uplifl at joint 4. 21b uplifl al Joint 10, glib
uplift al j01l1111, 77lb uplift aljoln! 12, 21b uplift atjOtnt8, 91 Ib uplift aljOtnl 7 and 77lb uplllt al jOint 6_
9) Beveled plate or shim required to provide full Dearing surface with truss chore! at joint(s) 4
10) This trus~ is designed in aCcordance with the 2006 International Residential Code seclioos R502,11.1 and R802, to,2 and relerenced standard ANSlfTPI1_
11} This lruss is designed for a creep factor of 1,25. which is used 10 Calculate the lotal load deflectioo. The building designer,shalJ venfy that this parameter fits with
the Intended use of this component
12jSee layolJt for hanger inf6nnalioo
lOAD eASElS) Standard
Weight: 64lb
,-,
t-,
oJ
"Job
117042
L
The Truss Co
'IT"'''
B1GE
. Sumner WA f Eugene OR. ONL
ITruss Type
FINK
'I~~"TY
-1';lge 2 of 9
[Delgado. Guadalupe(lf042)-bt
1 .Jnh Rf!fI"'~nr.f>J~Q!ignall
7,0305Jan 320011 MITek Induslries.
Inc. Mon Apr 14 08:53:422008 Page
:',0-<]
1-0-0
13-0-0
13.-{).Q
15..8.'
18-1112
3-3-11
22-3-7
3-3-11
26'(}.Q
3-8-9
F-O-~
1-0-0
2-8-1
4)<4::::
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\2
,
,,~1~\3
/ ~"
'f: 5 <3 ,.,;-
S ,4 ,
5 S /5 I
, S~ ~
,sr, ' .~;?'
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9 ::,.(t,,~ Lxww.::u.-wt&~
30 29 28 27 28 25 24 2322 21 20
3x5::::
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18-11-12
8~OLg
,
~
~
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l ~,,19Ii
1>1:'-10
3x6 ::;::
3:0;5=
26-0-0
7-0-4
-PiBieonsets {X Yl:r2:i):2:9,U-1-Ilt,111:1:U-ti-::l lHHij
LOADING (psf)
Tell 25.0
TCDL 8,0
BeLL 0.0
BCOl 7,0
SPACING 2-0-0
Plates Increase 1.15
'Lumber Increase 1.15
RepSlresslncr NO
Code IRC2006fTPI2002
CSI
Te 0,77
Be 0.40
we 0,57
(Matrix)
DEFt..
Vert(LL)
Vert(TL)
Horz(TL)
in (toe)
-0,0618-20
-0,1318-20
-0,02 2
I/defl
>999
>999
of,
Ud
360
240
of,
PLATES GRIP
MT20 1851148
Weight: 152lb
LUMBER
TOP CHORD 2 X 4 HF NO.2
BOT CHORD 2 X 4 HF NO.2
WEBS 2 X 4 HF/SPF StudlSTD
BRACING
TOP CHORD
BOT CHORD
JOINTS
Slruclural wood sl1eathing direclly applied or 5-6-11 DC pullins.
Rigid ceiling directly applied or 10-0-0 DC bracing
1 Brace at Jt{s): 33. 35
REA:CTlONS (Ib/size) 18"'71710-5-8.21::.573112-5-8.22::.-78/12.5-8. 23::.55112-5-8. 25::.110/12.5--8, 26::.108112-5-8. 27::.106112-5--8. 28=107/12-5-8, 29::;105112.5-8, 30=116112-5-8,
31=49/12-5-8. 2=241/12-1
Max Hoo: 18=-253(LC 3}
Max Uplift18=-181(LC 6), 22=-576(LC 2); 23:-61(lC 5). 25=-50(LC 5). 26=-49{lC 5), 27=-49(LC 5), 28=-50(LC 5), 29=-47(lC 5). 30=-58(LC 5). 31=-22(LC 4}. 2;.6S(lC 3)
Max Grav18=717(LC 1}. 21=969(LC 2), 23::.93(LC 9). 25:110(LC 1}. 26=108(LC 1). 27=106(LC 9}. 28:107{LC 1 ).,29=105(LC 1). 30=116(lC 9). 31=S4(LC 9). 2=241(LC 1)
FORCES (Ib); Ma:>;imum Compression/Maximum Tension
TOP CHORD 12-13=-164/136. 13-14=-1911117. 14-15:-217199, 15-18;;-234/77.16-17=-384/135. 17-18=-836f149. 18-19=0136; 1-2=0135,2.3=-240/110,3-4=-214/103,4_5=_2021100, 5-6=-202196, 6-7=-20~
.7-8=-202190.8_9=_202/86. 9-10=c205l11S, 10-11:;-1681141, 11-12=.214/152 . .
BOT-CHORD 2-31=-781231.30-31=-78/231,29-30=-781231, 28-29=-781231. 27-28=-78/231. 26-27=-781231,25-26=-781231,24-25=.78/231, 23-24:-78/231. 22-23=-78/231. 21-22=-781231. 20-21:;-185/591
18-20=-1851591
WEBS 21-32=-525/226,32-33=-581/263. 33-34:;-5411251. 34-35=-5191235. 35-36=-483/210,17-36=-608/290.12.32=_67/69. 11-22=-161n, 13-33=-35/22. 17-20::;01258. 1D-23"'-69n7. 9-25:.93160.
8-26=-89/60,7-27=-88/61.6-28=-88161. 5-29::;-87/60, 4-30=-93166. 3-31=-60/43. 14.34=,41/29, 15-35=-65144. 16-36:;-1431227
NOTES (9)
1) Unbalanced roof live loads l1ave been considered fOf this design.
2) Wind: ASCE 7-05; l00mph; h=251\; TCDL=4.8psf; BCDl=4,2psf; Category II; Exp B; encased; MWFRS (low-rise) gable end zone: cantilever left and rigl1t
exposed; end vMicalleft and right exposed: Lumber DOL=1.33 plate grip DOL=1,33
3) Thislruss has bean designed tor a 100 psf bOflom chord tive load nonconcurrent with any other live loads,
4) All plates are 2x4 MT20 unless otherwise indicated
5) , This truss has been designed for a live load of 20,Qpsf on the bOllom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fll between the bOllom
Chord and any other membcrs.
6) Provide mechanical.........,,,,,"'u'" (by others) of truss to bearing plate capable of witl1standing 1811b uplift at joint 18, 5761b uplift at joint 22. 61 Ib uplift at joint 23,
50 lb uplift at joint 25, 49 ib uplift al joint 26, 491b uplif! at joint 27. 50 fb uplift aljoinl28. 471b uplift at joint 29. 58lb uplllt atjoim 30, 221b upllfl at joint 31 and 65
~~iflal~2, "
7) This truss is deSigned in accordance witl1 the 2006 International Residential Code sec1io.ns R502,11,l and R802:10.2 and referenced standard ANSI/TPt 1
8) ThiS truss is deSigned for a creep factor of 1,25. whICh IS used to calculale the tOlalload deflection The bUlldmg deSigner shall vsnty that thiS parameter fils witl1
the intended use 01 this componeol.
9) See layout lor hanger inlorrnalion
LOAD eASElS) Standard
('-J
..."
1"'--'-
)17042
Delgado, Guadalupe(17042}-bf
Thelrussco
-1::" -
. ~umner WA f t::"ugeneCfH. uNL
I~Y
JobRefen:i,,~lr-.pli')fl:>1I _
1030 s Jan 32008 MITek Industries, Ine, Mon Apr '4 08:53:43 2008 Page 1
"TrUSS-TYpe 'c----
COMMON
I~IY
,
,1-0-0
1-0-0
19.3.9
6-3-9
26-0-0
8-8-7
6-B-7
6-8-7
13-0-0
6"3_9
4:<611
a.oof1;t
~
o /
: /-
Ir--. 2~
li~
4l15::::
10 9 11
3x5::::
3x4 ::::::
12 ,
3x4::::
17.2--6 ?fi-fl-fl
8-4-12 8-9-10
DEFL m (IOC) t/den Ud
Vert(LL) -0.31 8-10 '994 360
Vert{TL} ,(),36 8-10 ~801 240
Horz(TL) 0.06 , nI, nI,
8.g.;10
8-9-10
Plale Offsets (X.Y) 12:0-0-15.0-0-21.16:0-0-15,0-0-21
PaQe 3 of 9
27-0-0
1-0-0
Sc<Ile '" 1:61,~
6
7r
~d
4x5::::
PLA lES GRIP
MT20 185/148
LOADING (psf)
TelL 25.0
TeDL 8,0
Bell 0.0
seDl 7.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1,15
Rep Stress (no- YES
Code IRC2006fTP12002
CSI
Te 0.45
BC 0.76
WB 0.38
(Matrix)
LUMBER
TOP CHORD 2 X 4 HF No2
BOT CHORD 2 X 4 HF No,2
WEBS 2 X 4 HFrSPFStud/STD
REACTIONS (ln/size) 2=1194/0-5-8.6=1194/0-5-3
, Mal< Horz2=-253(LC 3)
Mal< Uplift2=-258{LC 5). 6=-258(L~ 6)
BRACING
TOP CHORD
BOT CHORD
StrucMal wood sheathing directly applied or 3-10-10 DC p1ll1ins-
Rigid ceiling dlfectJy .3ppheq or' 1 0-0-0 oc braang,
I
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0136,2-3;-1670/293,3-4"'-1478/364, 4-5"'-14781364, 5-6=-16701293, 6.7=0136 ,
BOT CHORD 2-10=-23211279.9-10=-45/867,9-11"'-451867, 11-12=--451867, 8-12=-451867. 6.a=-140/1279
WEBS 3-10=-3621252; 4-10=-178/633, 4-8:-178/633. 5.a=-3621252
NOTES (8)
1) Unbalanced roof live loads have been considered for this design
2} Wind: ASCE: 7-05;'100mph; h=25f1; TCDl::>4.8psf: BCDl=4,2psf; C<ltegOl)' II; E"p B: enclosed; MWFRS (low-rise) gable end zo~e: ca,nllle,,:er left and fight
exposed: end vertical felt and right exposed; Lumber DOL=1.33 plate grip DOL=1.33,
3) This truss has been designed for a 100 psi bottom chord live load f)onCOllcurrelll with any other five loa~s ,"
4)' ThiS truss has been deSigned fOr a live load of 20.0psf on the bottom chord in al! areas where a rectangle 3-6-0 tall by 2-0-0 Wide will lit between the bOl.tom
chord and any other members I
5) Provide mechaniC<l-1 connection (by olhers) or truss to bearing plate capable of withstanding 258lb uplift atjOinl2 and 258lb uplift at joint 6
6) This truss is designed in accordance with the 2006 Intemational Residential Code sections R502,11,'1 and R802, 10.2 and referenced standard ANSlrrP11,
7) Thi:; (russ 1$ designed for a creep laclor 01 1.25, whICh IS used 10 calcv13Je Ihe lotalload deflection The bUlldlng'deslgner shall venry that thIS parameler fits with
the inlended use 01 lhis COmponenl. :
8) See layout for hanger in/ormation
LOAD eASElS) Standard
Weight: 103 Ib
("";
w
Paae 4 of9
r::42 1:;SS
-'-'-~'-- --
The Truss Co.. SumnerWA I Eugene OR. DNL
I Truss ,Type
COMMON
IQly
13
I"'
I Delgado, Guadalup€(17042}-bl
1 tObReferenC€{QPtionall
7,030 s Jan 32006 Mirek industries, Inc Man Apr 14 08:53:44 2008Paga 1
6-8-7
6-8-1
13-0-0
6-3-9
4:<6
19.3-9
6-3-9
26'0-0
6-8-7
27-0-0
1-0-0
Scale'=' 1:61,1
~.
I
I~
o
800[12
3x8=
8 10
3:<.5:::
3:<.4=
9
11
'- 4
"
~56
,tiii~[i
3x8=
3x4=
6-9-10
8,9-10
17-2-6
8-4-12
?f\.()..('J
8-9-10
PlaleUlISets (X.Y) 11:0-8-3 0-0-141. f5:~-3.0--9:~4j
LOADING (psI)
TCll 25,0
TCDL 8,0
BelL 0.0
BCDL 7.0
SPACING 2-0-0
Plaleslncrease 1,15
Lumber\ncre3S€ 1,15
Rap Stress Inn YES
Gode IRC2006!TPI2Q02
CS,
TC 0.46
Be 0_77
we 0,39
(Malrix)
DEFL
Vert(LL)
Vert(TL}
Horz(TL)
in (Ioe)
-0.30 7-9
-0.38. 7-9
0,06 5
l/defi
>999
>811
, N'
Ud
360
240
N'
pLATES GRIP
MT20 185/148
Weight: 10110
LUMBER
TOP CHORD 2 X 4 HF No2
BOT CHORD 2 X 4 HF No2
WEBS 2 X 4 HF/SPF Stud/STD
BRACING
TOP CHORD
BOT CHORD
Structural wood s~athing directly applied or 3-9-t5 DC purlins,
Rigid ce,iling directly applied or 1O-o-0ocbracing
REACTIONS (lblsize) 1"'1111/O-5-6.5=1196JO-5-e
Max Hon 1 ;-262(LC 3)
Max UpIilll;-202(LC 51, 5;-258(LC 8)
FORces (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2~-1679/300, 2-3;-1488/372, 3-4;-14821365. 4-5;-16741294, 5-6;;0/36
BOT CHORD 1-9;-240/1289,8-9;-47/870,6-10;.471670, 10-11=-47/870.7-11;-47/670,5-7;-142/1282
WEBS 2-9;-3681257.3-9;.1871644.3.7;-1781633,4_7=_3631252
NOTES (6)
1) Unbalanced roof live loads have been considered for this design
2} Wind: ASCE 7-05; 1 OOmph: h;25ft; TCDL:4,8psf; BCDL=4,2psf; Category U; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantlleve/left and right
exposed; end verticallefl and right exposed; Lumber DOL=1.33 plate grip DOL:t,33
3) This truss has been designed tor a 10,0 psf hallam chord live load nonconcurrent with any other live loads.
4)' This truss has beoo dBSigllE!d for a live load of 20,Opsf on the bottom chord in..1I areas where a rectangle 3-6-0 tall by 2-0-0 wide wl)1 fit between the bottom
chord and any other members
5) Provide mechanical connection (by others) of truss to bearing plate capable 01 withstanding 2021b uplift at joint 1 and 258 Ib uplift atjoinl5
6) This truss is designed in accordance with the 2006 Intemational Residential Code sections R502.11.1 and Re02 10.2 and referenced standard ANSIITPI 1
7) This truss is designed for a aeep factor of 1.25, which is used to calculate the total load deflection The building designer shall Verify Ihallhis parameter fits With
Ihe intended use of lhls component..
8) See layout lor hanger information
LOAD CASEIS) Standard
/"\
--
Paae 5of9
fTo'""- I"""
117042 84GE
Fhe Truss <;0. sumner WA Il::ugene UK. ONl
ITrUSSTYpe
GABLE
I~'Y
IPV-
,I Uelgaljo. ~-UadaIUpe(17642)-bf
Job RelereJ!r;gJQp!mn.'ll)
r.U;jU S Jan 32008 MiTek lndustne:-. Inc. Man Apr 14 08:53:45 2008 Page 1
13-Q{}
13-0-0
~7-0i
1-0-0
1:>'-l'l-O
26-O-CI
4:<.4:::::
Scale'" 1:57.1:
10
8,00f12
:/
9 ;/'~11
,_:/" 1~,,12
'~13,
~,14
10-, 15
S'2 ~
S' 3 3.~~ 16
5 4 ,
5-5 s-~ 17
5~
J .. - ~r.I~ 1920~
;1 mUm "":~"~';'_w::.w~~, ,~ ,;u. '"-' r~
: ., ...'u...,."N.v.................,..,.'=}l<>>~~>>..",,"X._ :""<<'" ~
29 28 27 26 r25 24 23 22 21 '3x5::::
'"
,
~
5,;/'
50/-
[
~ ~\5
nB
\ '//' r '!~~' ':
o ~w..=JL:..'_::O:'L"..m...
3:<.5:::: 38 37 36
:13
5
35
34
mffk'
: .~g~:
33 32 31 30
3)(5::::
26.0-0
26-0-0
Plate Offsets IX V)" r1:6=2=~.O+81 11~:0-2-9.0-1-Bl
LOADING (psf)
TelL 25,0
TCDl 8,0
BCll 0,0
SCDl 7,0
SPACING 2-0-0
Plates Increase 1,15
lumber Increase 1.15
RepSliesslncr NO
Code IRC2006fTPt2002
C51
Te 0.11
BC 0.05
WB 0,11
(Matlil<.)
DEFL
Vert(lL)
Vert(TL)
Horz(TL)
In (Ioc)
-0,00 20
-0.00 20
0,01 19
I/defl
, nir
"Ie
oJ,
lid
120
90
oJ,
PLATES GRIP
MT20 165/146
Weight: 1621b
LUMBER
TOP CHORD 2 X 4 HF No,2
BOT CHORD 2 X 4 HF N02
OTHERS 2 X 4 HF/SPF Stud/STD
BRACING
TQPCHORD
BOT CHORD
WEBS
Structurnl woOd shealhing directly applied or 6-0.0 DC purllns,
Rigid ceiling directly applied or 10-0-{)OC bracing.
1 Row a! mldpt 10-29
REACTIONS (Ib/size) '1=65/26-0,0.29=92/26-0-0.30=105126-0-0, 31=107126-0-0. 33=107/26-0-0, 34"'107/26-0-0. 35=105l26-O~. 36=t13126-O-0. 37=76126-0-0, 36=169/26-0-0, 26=105126.0-0. 27=107126-0,
. 26=107/26.0-0,25=107126-0-0. 24=108J26-O-O; 23"'110126-0-0. 22:;88J26-O-O. 2 10=160/26-0-0.19=170126-0-0
Max Harz 1 =-262(lC 3) " ,
Max Upliflt=--66(LC 3), 30=-22(LC 4), 31=-58(lC 5). 33=-49(LC 5), 34=-49{lC 5},35=-49(lC 5). 38=-S2{lC 5), 37:-~5(lC 5). 38:.91(LC 5}. 28=-13(LC 6), 27:-60(LC 6). 26=--49(LC 6). 25:--49{L(
6). 24=-50(LC 6). 23=-49(LC 6), 22=-47(LC 6). 21:-o3(LC 6), 19=-20(lC 4)
Max Grav1=119(LC 4). 29=168{LC 6), 30=107(LC 9). 31=108(lC 9}, 33=107(LC 1). 34=t07(LC 9), 35=105(LC 9), 36=113(LC 1). 37=76(LC 9), 38=189(LC 9), 28=107(LC 10), 27=108(LC 10),
26=107(LC 1). 25=107(LC 10). 24= 1 06(LC 10), 23=110{lC 1), 22"'86(LC 10). 21=160(LC 10). 19=170(LC1)
FORCES (Ib) - Maximum Compression/Maximum TensiOfl
TOP CHORD 1-2=-225/159.2-3=-179/147.3-4=-1551146. 4;5"'-127/142. 5-6"'-100/136. 6-7=-73/139. 7-8"'--461167. 8-9=---401200, 9-10"'--39/209. 10-11=-391203,
11-12=-40/182.12-13=-40/136.13_14=_40195, 14-15=-40166. 15-16"'--40/46.16--17=-62152, 17-18=-86/53, 18-19=-131165, 19-20;;0135
BOT CHORD 1-38=0-401170.37-38=-401170.36-37=_40/170. 35--35=-401170, 34-35=-40/170, 33-34=-401170. 32-33"'---40/170. 31-32=--40/170, 30-31=-40/170,
29-30=-40/170,26.29=.40/170,27-28=-40/170, 26-27=--401170, 25:26=-40/170, 24_25=-401170. 23-24=-40/170. 22-23"'-40/170. 21c22=-4Q/170.
19-21:;:-40/170
WEBS 10-29=-157/0. 9c30=-68133, 6-31=-89/69. 7-33=-68160, 6-34=-88f60, 5-35=-88/60, 4-36=-91/63. 3-37=-70f49. 2.38=-141197. 11.28=-88/24.
12-27=-89n1. 13-26=-88/60. 14-25=-88/60. ,15-24=-88161,16-23"'--90/62.17-22=-75/54. 18-21=-128f84
NOTES (11)
1) Unbalanced roollive loads haVe been considered for Ihis design. " , " '
2) Truss deSigned for Wind loads in Ihe plane of the lruss only. For sluds exposed to Wind (norma! to the face), see MITek 'Stanaard Gable End Detail"
3),ThIS lruss has been designed for a 10,0 psI bottom chord hve load rmnconcurrenl WIth any Olherhve loads 'f
4) All plates are 2x4 MT20 unless otherwise inrncaled
5) Gable requires co~linuous bottom chord beanng,
6) Gabfesluds spaced a! 1'4-0oc,
7) . This truss has been designed for a live load of 2Q,Ops,f OfIthe bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bollom
chord and any other members
6) Provide mechanical connection {by otherS) 01 truss to beanng plate capable o~ wilhstanding, 661b uplift atjoint't. 22 Ib uplift al joinl 30, 581b upflftat joint 31. 4910
uplift at joint 33, 491h uplift atJom! 34, 491b uplift at jOlnl35, 52 lb uplift at Joint 36, 351b uplift at joint 37. 911b uplift at)oiI1138. '131b uplift alJomt 26. 60 Ib uphfl at
jOlOt 27. 491b uplift at JOint 26, 491b upl~ft at Joint 25, 50 Ib uplift at joint 24. 491b uplift at joint 23, 471b uplift at joint 22, 63 Ib uplift at jOint 21 and 20 Ib uplift at jomt
19. ,
9) This truss is designed in accordance with the 2006 International Residenlial Code sections R502.11.1 and R802.10,2 and referericed standard ANSIITPI1,
10) This truss is designed lor- a creep faclor 011,25, which is used to calculate the lotallood deflection The building designer shallvcrify lhat this pammeler fits with
the intended use of thIS component. - - 1,
11) See layout for hanger infOrmation
LOAD eASElS) Standard
~,
theTRUSSCO.
& BUILDING SUPPLY INC.,
DS-19
,
DETAIL FOR WINDOW IN GABLE TRUSS
SEE DETAiL & NOTES BELOW
FOR FIELD MODI FICA nON OF _____________ ' ,
, ' ~~ TRUSSFORVENTOPENING.' ~01.
~. /2~~, /' \ ~~~
/'t ,~~ 1 , ,,'~
J'" ~~~L
-'--~ ,j' l .j _ d'.j j.
~,>OO(X..,t)061~~~4Y.~'&xY>.
.' -
~ ,
~~ /' "~~~N
~ ' / FRAMING (TYP)
ROUGH ' (STUD GRADE)
OPENING f
/" "",~
~ 1.......--2-10d(TYP)
^ i
~ 1)" . ,<'
I I I'
: '\ ' 'I
"----- CUT VERT, STUDS AT
LE,T'JN F"H, AM1"IG (TYP,)
6',0" MAXIMUM I,
____ TRUSS PLATE ,
,/ TO REMAIN
./
~/ I
I
I
[,
I
,
NOTES: ;
1, MODIFICATiON DETAIL SHOWN is APPLICABLE ONLY FOR THE
FOLLOWING CONDITIONS:
a, 25 psI MAXIMUM SNOW LOAD,
b, 80 mph EXPOSURE B WIND,
c, BOTTOM CHORD OF TRUSS TO BE CONTINUOUSLY
SUPPORTED OR A STRUCTURAL TRUSS IS BELOW OPENING,
2, MAXIMUM ROUGH OPENING SIZE IS 48" x 48",
01
..J
. I
STANDARD GABLE END DETAIL
Mil/SAC - 20,G
2, 10d--........
(TYP) . "-
......"
......
..."-........
IXI
)\1
I::PO
II
...
,
SIMPSON A34
OR t'QUIVALENT
LEDGE"
2X4 No, 2 OR BTR
GABLE END,
.~
-L
-'l -f-
STAN8ARDTRlISSES
SPACED@24"Q,C.
T
6'~.3""MM"TQ
BEARING WALL
ALTERNATE BRACING DETAIL
2X4 BLOCK
I EJ:PIRAT1ON ChI:: ll&OO
NOTES
1)2X4 NO,2 OR BTR. FOR LEDG:::RAND STRONGBACK NAILED TOGETHER WITH 100 NAILS@6"O,C,
2)2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS, -
3)2X4 STRONG BACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS
4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS,(O, 131" DIA, X 3,0" LGT)
THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END
IF THE FOLLOWING CONDITIONS ARE MET:
" ,
1, MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG, OR QUAUi'IED BUILDING DESIGN
2, MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0", '
3, THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED'@ 4'-0" O,C, MAX,
4, PLEASE CONTACT TRUSS ENGINEER Ii' THERE ARE ANY QUESTIONS:'
. I~''''''''~~~;~~: \I~::';:;':::";;':"~~"~="";:::M~,:.,,:;~:~"':";:'::':"':~::::"~':'~_:~~~'."~~t.::~":,.."..",".."., .. ..... ""."~""".."."'''''', -:.:..::.~' ,..:..~.:.".. .....,.
"",,..1
-
I
theTRUSSCO.
& BUILDING SUPPLY INC.
STUD BRACE DEI AIL
D8-11
.....-1-.........
/'/ "'-"'-.
/;;/"''''-''" _______ THIS CAN B= REPLACED BY A.A
// '-.::::. /
~//. <:-"v/
,~ /-;/ -, '''::::C"
~.~ I "',~
/C-;:/" I:, (I ~>'-
// ~~
~ m ~
/;> ill' . '::::C"
':/ S ---.:::--"
,/ A' Au..
I ~J 0 .J '
L,~ ~ . (0
, z
, ill
i ..J
I :1:
I '"
I:
I
J------?-:;;
,
ji
-'-'~'--'-'~'- .'/
" i:
,,/"" 2x4 "L" BRACE
~ ~O 131"x 3'
.1 I / NAILS @ 12" 0,0,
1-----.....-' \( ,
_____ --""":'lI \J
\
\
,
'-----
------ GABLE STUD .
SECTION A-A
"L" BRACES MAY BE USED
TO BRACE GABLE STUDS
WHERE REQUIRED (AS NOTED
ON THE TRUSS DESIGN DRAWING)
AS SHOWN ABOVE,.
Symbols
PLATE LOCATION AND ORIENTATION
,~ c4,l 3,,"
I ,
" <
~
~,
Center plate on joint unless x. y
offsets ore indicated.
Dimensions are in fi-in~sixteenths.
Apply"plates to both sides of truss
and fully embed teeth.
0.1/16"
,j,
IT ~
~
for 4 x2 orientation, locate
1'-\ plales O~ 11\6' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates. .
. Plate location details available in MiTek 20/20,
software or upon request.
PLATE SIZE
4x4
The first dimension is the plate
width measured perpendicular
to slots, Second dimension is
the length parallel 10 slots.
LATERAL BRACING LOCATION
t/'
BEARING
.r-
)<r - 1> t
~
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T. I or Eliminator bracing
if indicated.
Indicafes location where bearings
(supports) occur. Icons vary but
reacHon section indicates joint
number where bearings occur.
Industry Standards:
ANSI/TPJ1: National Design Specification for Metal
Plate Connecfed Wood TrussConslruction.
Design Standard for Bracing.
Building Component Safety Informotion,
Guide to Good Practice forHandJing.
Installing & Bracing of Metal Plate
Connected Wood Trusses.
DSB,89:
BCSII:
Numbering System'
~
6+8
dimensions shown'in'fHn-sbdeenths
(Drawings notla scale)
2
TOP CHORDS
3
Cl.2
C2"J
V\:/;:f:~
I'- r:7-R CA_' C~_" _..1 Q
BOTTOM CHORDS
7
B
6
5
JOINTS'ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEft,
CHORDS AND WE8S ARE IDENTIFIED BY END JOINT
NUMBERS/LmERS.
PR60UCT CODEAI'PROVALS '
ICC.E5 Reports:
ESR~ 1311. ESR~ 1352, ER,5243, 9604B.
95,43,96,31. 9667 A
NER,487, NER~561
95110.84'32,96,67, ER,3907, 9432A
@2oo6 MiTek@AU Rights Res~>,:,ed
Hil-<B)
.w&I
MiTe k"'
/'
POWI>R TO P(i;RFORM.~
. "
MiTek Engineering Reference Sheet. MII~7473
.
A
General Safet'
Failure to Follow Could Cause F
Damage or Personal Injury
1. AddiJional stability bracing fOl Iruss syslem, e,~
diagonal or X~bladng, is alvvays requifed. SeE
2. Truss bracing musl be designed by an enginel
...-.1de truss spacing. individuol lofaral braces lh
may raquirl::l bradng. or ol1ernotive T. l. or Elimi
bracing should be considered.
3. N~ver exceedlhe design loading shown and
stocl:: malerials on inadequately braced tru1SE
4. Provide copies ot this Iruss design lolhe buildir
designer, ereclion supervisOl, properly owner (
aU other injeresled parlies.
5. Cut members 10 bear lighllyagainst eacholh
6. Placeploles on each face of Irussat each
joinl and embed luUy, Knots and wone 01 joinl
locations ore regulaled by ANSI/TPll,
7. Design assumes busses will be suitably prolectt
Ihe environment in accord with ANSI/TPl 1. '-
8, Unte5sotherwise noted, moislure, conlent of IVI "
sholl not exceed 19% at lime of tobficolion. .
9. Unless expressly no led, this designis not oppk,
use wilh lire rE!lardanl, presE!rvatlVe treat.etJ, 9(
10. Comber is a non-structural consideration and j
rmponsibi1ily ot truss fabricator. General practi,
comber tor dead load deflechon.
./'1
11, Plate type. size, orienlalion and location dimer
indicatadore minimum plating r~qu.ire~nts:
12. lumber used shall be of the species and size. 0
in 01/ respects, equal to 01 betlel1han that
specified.
13. Top chords musl be sheathed or pur~ns proYld€
spacing indicated on design.
14. Bottom chords require lateral bracing atl 0 It. s
or less. if no ceiling is installiah, unl~ss olhefwise I
15. Connectiom not shown.Qr~ihe responsibifily ot
~,,' , " -
16. Do 0'01 cut or aller trllss member or ploje Wi1hDl
apw:~.val of on engineer. .
-f"">
17. inst;]11 and load verlically-ti'r\less indica)ed olhel
.
lB. Use of green or lreoled lumber may pose unoc
environmental. health or performance risks, Cor
proje~I.~gineer before lJse.
19 Review all perHam of thIs design (front. bock. w-
and picl~r~sl b,~!oW use. Reviewing piclures alt
IS nol sulflclenf::,-:.~:
,.J,,,.,
29. D_esign assumes manufaclure jn acc'8fdanl:;8 wi
ANSIITPll'Qualily Criteria.
V'
~
o
"
theTRUSSCO.
& BUILDING SUPPLY INC.
08-17
RIDGE f:$OARD PARALLEL TO TRUSS SPAN
ROOF RAFTER (TYPr<,
10dTOENAIL-' "
EACH SlOe: (TYP ) '" '\
/ '\ \
.('-- \ U
""1
~ ~, 2,4 RIDGE~
/ '. .--ROOF POST 6'-0" .,'....
~..... ,/' SHEATHING LONG MAX_ \
ROOF TRUSS '~'" wi NO BRACE
~ ~ (TYP,)
. ~ 2x4 POST -'~""
~; , BRACE -'-.
~~' w/2.10d \
/' , EA, END ,--\- ~
//~, -~ J
~/ i'~ "';;~ \':
vy ~ ~~~ " _
/POST(TO BEAR ON ~ , ~
3, 10d @",. / SHEATHING OVER TRUSS) / / 1'...... ' 2x4 RIDGE POST
SPREADER TO POST \; , / ;/ I" -........: '(/ SPREADER, 4',0' "
1Dd TOE NAIL, /SPREAD=R ,/ ' " --..., LONG (TYP,) in
EACH SIDE (TYP,) ,-', - . , ~ :-----....
I \ f ;. .;, '-V
f' r~~I- ''--" / ,zA,>:-C?ROP::
,,- --'1- , " ,~--/<' 4if~~'_<J'~
10'/"" 1i\~
'I\.. ROOF DESIGN LOAD: SNOW 25 psf tQ:/ ,7S2E5E 1"lrE~'
.......TRUSS (TYP,) DEAD 10 psf , /' "
MATERIAL: LUMBER: OF. HF OR SPF f I
r, SruDORS~DAAD nl,n~Nluh
'-...',/ NAILS: 10d COMMON WIRE \,,~I ,g i-'!
I'H'i!:.1Ii..' Ii" I !
!.J~'~,I,:' IS, ~ I <1,,/
I'''', W^',__=t(/
4'.0" MAX, (TYP,) 4'.D" MAX, (TYP,) I' .""",,-
'I 'I'(RIDGE BOARD ! I I! I ! f
2x4 RAFTeR, 1,1l%lR!~l1OND.I1EII:2I"1= I
, @24"o,c, '\ ' !i UiI'lVi '<</1/1
wl2,10d \,;.,~t:'-~ I IIIVI'!/~'/1"
" ~=A' EN[)/'" ~', r,:.....::::/ i Ii, b:4/,7/,OO,
, // ,I /' \1 1,,1 \ '
, "0dTO~NAIL~ 1 ' ,
EACH SIDE (TYP,) \' ','-.., V
. "'-RIDGE POST
" /, " ',/PO~T(TO~EARON
2x VALLEY SLE!OPER /~ I /,,2x4 RAFTER POST 6'.0' SPREADER.. I SH"ATHIN~ OVER TRUSS)
((CONTINUOUS) wi 2 _ 1 Od ~"./ / './ LONG MAX, wi NO BRACE ... (
@EACHTRUSS.BELOW_/,",L{TYP,)USEPOSTBRACE" 2, 10d@.\,/3'10d_
/:' 'I SAME AS RIDG_E POST EACH TRUSS '-./:.,,-./ /ROO, SHEATHING
~ t ....-2x4 POST, i WHEN ~O~T LeNGTH L...J7:!--..L'j
./ / ' ./ SPREADER, OVER 6,0 , / '\ J
/./ ;/ I (A' CONT, (TYP,) I_____STAGGER POST 2',0" ' , <-
"", /---:/~ !~) I; / @ EACH 2>:4 RAFTER - TRUSS TOP CHOED
~ I '~' ,J ~ '~' ~ ~ . <'_~~~:THIN3?ETAIL (~)
'----ROOF TRUSSES !fu 24' a.c.
II' --
4',0" MAX, (TYP\
/_____ 2x6 RIDGE BOARD
f
I
'f
/
(
/
,.-'
2x4 R1DGE___
, POST
wi BRACE
"
\
'-
;--
c:
~
:;;
9
in
I
DET AIL
::'::: ,:u'~.:.
I
theTRlI~sr.n R- RIIII fill\lr. l.::IIPDI V 11\1{'
~'
theTRUSSCO.
& BUILDING SUPPLY INC.'
I'
OS -lOA
LONGITUDINAL WEB BRACE
2X4 DIAGONAL BRACE AT 2,3" NAILS
20',0" o,c, AS REQUIRED PER MEMBER
~, ROOF DIAPHRAGM )
'\\ If '
~\:/<~, CONTINUOUS LATERAL WEB
MAXIMUI' 45 ANGU _ BRACING AS PER ENGINEERED
(SEE NO' ,-1) /' _ TRUSS DRAWING
/~'/ '~~'
/ / /' TRUSS WEB
Vi
. /J
.-/
TRUSSES @ 24" 0, C,
"
~OTES:
CEILING PLANE
1, EXTEND DIAGONAL BRACE ,OVER
ADDITIONAL TRUSSES TO MAINTAIN
A MAXIMUM 45 DEGREE ANGLE
2-3" NAILS
PER MEMBER
ROOF DIAPHRAGM )
"J
'/~
WI,
I /; MAXIMI M 45' AN( , E
V...L (SEE N' TE,1)
" I I
-W/ I
P.
2X4 DIAGONAL BRACE AT
20'-0" o,c, AS REQUIRED
\'
~
'" CONTINUOUS LATERAL WEB
::>- BRACING AS PER ENGINEERED
/ _ TRUSS DRAWING
...--. TRUSS WEB
./1
.-/
TRUSSES @ 24" 0, C,
.
CEILING PLANE
AI
...:t l M.1'WUI'-\r'\.U I..:JM.OL..C !;:.I~U uc t f"\H_
L:<i;- (g)
.-
mil *DIAGONAL OR l -BRACING
REFER TO TABLE B=LOW
&~ - SEE PAGE 212 FDR
~4- AliERNAT'EBRAClhlGDETAIL
X r 1 X4 OR 2X3 [TYP) OR
~ ~ 2X3EACHFACE.OR2-10d .
, p' "'- ., TOE.NAILS
1::"'/ ..........."
t:::L- ,~ .
LJ ~ -i- .~ f[~ VARI>=S Ii?
6', 3" I *' A A l ~ TO COM -
M * IDG"'~
Hr "'1' I ~h~_3X5=
~'--"'~-~"::~'~-'.~-'-'-'""~-~~^~.~"~~~""'''''''''l ~
:;ONT. SF,:: ..
~ ~i-'AN TO MA'J"(.,;H C:UMMON lHU~S . 1
.j ~ VERTICAL STUD
.. TYPICAL 2x4 L ,BRACE NAILED
1''----- ./"" I "[' TO 2><4 VERTICALS WIBd NAILS
/' "-----II \ SPACEDATB"O,C,
~"'rTJn~1 A_A '
,""" ~~,~",:I, ~".'. ~~..-...i
.............-
SHEATHING
(BY OTHERS~
ILJIQI'::'UU~ lrr..,:r:::.. I u~.:
Mirek Industries, Inc..
Westem Division
~
. : 2<"MAX II f' I~I', "'D'O'~I '
, I - - I _TYP
'1 1- I'
, _____ 'i" I -
2X4 LATERAL BRACING .
AS REQU1REtl' PER
TABLE BE.LOW : '
," 11/2"
3? 1;"
~~:<:lNOTCH AT
~ '. 24" O,C, (MIN,)
TOP CHORD
NOTCH DETAIL
I
~
~~ I
~~U ~IGID CEILING
Mil TERIAL
DETAIL A
I LATERAL BRACING NAILING SCHEDULE
I
I
I
I
LOADING,psf)
TCLL 30,0
TCDL 10,0
BCLL 0.0
BCDL 10.0
LUMBER
TOP CHORD
BOT CHORD
OTH"RS
SPACING 2-0-0
Piates Increase 1.15
Lumber Increase 1,15
Rep Stress Incr YES
Code ASCE 7-02
2 X 4 DFL/SPF/HF " No.2
2 X 4 DFUSPF/HF ' STUD/STD
2 X 4 DFUSPF/HF - STUD/STD
VERT',HEiG~rt
UP TO 7'-0"
7'-0" - 8'-6"
OVFR' 8'-6"
I "#6FNAILsA'(ENO'
I 2 - 16d
I 3 - 16d
I 4 - 16d
NOVO 2 Z
SPACING OF VERTICALS
I 12 INCH O.C,
I 16 INCH a.c.
124 .INCH O.C.
I WITHOUT BRACE
I 5-10-0
I "_n_n
I LI.-1_n
MAXIMUM VERTICAL STUD HEIGHT
I WITH LATERAL BRACE I
I 11-8-0: I
I ' 1 nJLn I
I ,R~?-n I
WITH L - BRACE
8-1 0-0
7-R-n
R-4-0
NOTES
1) VERT, STUDS HAVE BEEN CHEOCKED FOR 110 MPHW1ND EXP, 8, HEIGHT 30 FT
2) CONNECTION BETWt;:EN B01TOM'CHORD OF GABLE END1RUSS AND WAU.. TO BE PROVlDED BY PROJECT ENGINEER OR ARCHIT:::""-
3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION, ' , ' fr.::L...--...., IlIIiI
4) BRACING SHOWN IS FOR INDIVIDUAl. TRUSS ONLY. CONSULT BLDG. ARCHr1ECT OR ENGINEER FOR TEMPORARY AND PERMAfENT"-"" .
BRACING OF ROOF SYS"TEM. ','
5) DETAIL A (SHOWN ABOVE) APPUES TO S1RUCTURAL GABLE ;:NDS AND TO GABLE ENDS WITH A MAX. VERT. S1UD HEIGHT OF' 8'--6".
TOP CHORD NOTCHING NOTES , ,
1lTHE GABLE MUST BE FULLY SHEATHED WIRIGID MATERIAL-ON ONE FACE BEFORE NOTCHING IF STUOS ARE TO B= SPACED AT 24" D.C."
. ATTACH SCAB'(EQUAL OR GREATER TO 1HE TRUSS T.C.) TO ON= FACE O'FiHE TOP CHORD WITH 100 NAILS SPACED AT 6'" D.C. I'F STUDS
ARE SPACED AT 24" Q,C_ AND FACE OF TRUSS is NOT FULLY SHEATHED.
2} NO LUMB~ DEFECTS ALLOWED AT ORABOLTT NOTCHES.
3) LUMBER MUST M~ DR EXCEED VISUAL GRADE '1:-2 LUMBER AFTER NOTCHING. .
4) ND NOtC~NG IS PERMITTED WITHIN 2X THo OVERHANG LENGTH,
Continued on page 2
,-
I,,,. '......~A.,w~.:.;:;~~;~.;..:::.:::'.~~~ ,;;;~ ~~ ~".t~';;;~~'E:~~ ~-;,\~.~:;;;;.~;;~'~~~ .,,""~,,'" .,.,,,. ...."" r17Tr"G;.;;~L;~..,.",..",.,,,,,1
~Sl~ll ,:,~.d ~ '-!'"'. only INilh /J.lIel:: =nlll!l~lcrs., Ttw. d~l\&;In ll. ~d only UpOn PClfamelen mc-n, nrv'!.. i,........ ino-!.oJI.....n! ...011........" .......................
\ Sulle 109 ...
II
.
0:' 'I::: _ --,--
[he Truss Co,. Sumner \VA I Eougene DR, DNl
Paae 6 of 9
I Truss Type ,
GABLE
1~1Y--IPIY~loe!gadO: GuadaluP9(17042)-bt
Inh RpfE',,>nre 1001100i!1)
7.030sJan 32U08MiTeklnouslris5,
me, MOO Apt 14 oe::--sj---:;j7200BPage 1
,-1-3-7.
1-3-7
14--3-5
14-3-5
?A-B-lO
14-3-5
29-10-1-
,
1-3.]
Scale" 1:52
4x4=
~
,
11
~13
"~-/ ,p----'-~ 14
600[12 ~/ ~
Jf!' /'~ nJ '1' :11 SO S :~~II5!" 17 J
4 , !15 ~H S 2 S 3 S ~118 19
3~ TIST; 41'-
~1//Ll"ljJ -'fa a "c3 J 3 3 d ::'0 Sd' Sii~~~21I~
a~~~~~):ibmm,.p"'''''>~~:,r. <..Ni.:_;'<.;1{;~~..' ~'J.....~':.,...r ".~~<<W-.--.;<>>;'OO~
3x5 = 39 38 37 36 35 34 33 32 31 30 29 28 27 .26 25 24 23 22 3)(5:::
3)(5=
28--6-10
28-6-10
DEFL '" (Ice) ~lIdetl Ud PLATES GRIP
Vert(Ll) -0,00 21 " ,I, \20 MT20 1851148
Vert{TL) "000 21 ,Ie 9(l
Hori(TL) 0.01 20 01, 01,
LOADING (pst)
TeLL 25,0
TCDL 8.0
BCLL 0,0
BCDL 7,0
SPACING 2-0-0
Plates Increase 1,15
lumber Jncrease 1,15
Rep Stress InO'" YES
Code IRC2006ITPI2002
CSI
Te 0,14
Be 0.08
WB 0,11
(Matrix)
Weight: 156lb
LUMBER
TOP CHORD 2 X 4 HF No,2
BOT CHORD 2)( 4 HF No,2
OTHERS 2 X 4 HF/SPF Stud/Sm
REACtiONS (lb/size) 2=227/28-6-10.20=22:7/28-6-10.30=99/28-6_10. 31=106/28-6-10; 33=107128-6-,10. 34=107/28.6-10. 35=107/28-6-10, 36=104128-6-10, 37-"122128-6-10. 38=33/28-6-10. 39=266128:.0-1
29:106128-6-10,28=107128-6-10 27=107128-6-10,26=107128-6-10,25=104/28-6-10. 24"122126.6.10, 23=33126-5-10, 22"266128-6-10
Max Horz2"103(LC 5) , " ,
Max Uplift2=-S1(LC 5), 20=-71(lC 6). 31=-21(LC 5), 33:-45(LC 5). 34=.39(LC 5), 35=-39{LC 5), 36=-40(LC 5), 37=-41(lC 5). 36=-24{LC 51. 39=-81(LC 51, 29=-16{LC 6), 28=-47(lC 8). 27=.J9{L
6). 26=-39(LC 6), 25=-40(lC 6}. 24=-41(LC 6). 23:-24(LC 6), 22=-80(lC 6)
Mal( Grav2=227(LC 1), 20:227{LC 1), 30:1 17(LC 6), 31=108(LC 9). 33=-106(LC 9). 34=107(~C 1). 35:107{LC 9), 36=104(LC 9}, 31:=122(lC 1), 38=33(LC 9). 39=266(lC 9). 29=108(LC'10).
28:108(LC 10); 27:107(lC 1). 26o:;:107(lC,1OJ. 25:1~(lC 10). 24=122(LC 1), 23=33(lC 10), 22=266(l~.10}
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlms
Rigid ceiling directly applied Of 10-0-0 oc bradng
FORCES (Ib).
TOP CHORD
MaXimum Compression/Maximum Tension, ,
1-2:0136.2-3=-112/48.3-4=-49/65,4_5:_36177, 5-6"'-30198, 6-7=-29/116. 7-8=-29/138. 8-9=-29/157, 9-10=-29/180. 10-11=-291189. 11-12:-29/185,
12-13=-29/167,13-14=-29/136,14-15=_291108. 15-16=-29/79. 16-17:-30/55, 17-18=-22/33. 18-19"-49121, 19-20=-68/48, 20-21<<0/36
2-39=0/123.36-39=01123,37-38=0/123, 36'37=01123. 35-36=0/113. 34-35=01123, 33-34:::0/123,32-33=0/123, 31.32=0/123, 30-31=0/123,
29-30=OJ123. 28-29=OJ123. 27-28=OJ123, 26-21=0/123, 25-26=0/123, 24-25=0/123. 23-24=0/123. 22-23=0/123, 20-22=01123
11-30:::'106/0, 10-31=-89132.9_33=_89/56: 6-34=-88/50, 7-35;-68151. 6-36=-87/50. 5-37=-91/55, 4-38=,36127. 3-39=-2061109, 12-29=-89/27.
13-28=-69/58,14-27=-88150,15.26=_88151. 16-25=-87/EiJ. 17-24=-9;-/55, 18-23=,36127. 19-22=-206/109
,BOT CHORD
WEBS
NOTES (11)
1) Unbalanced roof live loads ha'J9 been considered for this design
2) Truss designed for wind loads in lhe plane of the truss only. For studs el(posed to wind (normal to the face). see MITek .Standard Gable End Detail.
3) This truss has been designed for a 100 psI bottom chord liye load nonconcurrent with any other live loads. '
4) All Piates are 2K4 MT20 unless otherwise if1dlcated
5) Gable requires coolinllOUS bottom chord bearing
6) Gable studs spaced at 1-4-0 OC.
7) . This truss has been designed for a live IoiJd of 20,Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2"0-0 wide will iiI belweenlhe bOllam
chotd and any other members,
8} Provide mechanical connection {by othels} 01 truss 10 bearing plale capableot withstanding, Slit! upliH atjoinl2, 711b uplift atj~nl 20. 211b uplift atjoint 31, 45 lb
uphft at jOint 33. 391b uphft at joint 34. 391b uphft at joint 35, 4010 uplift alJOInt 36; 41'Ib uphft al JOint 37. 241b uplift at j010138, 811b uplIft at joint 39, 161b uphft at
Joint 29. 471b uplift at JOInt 28, 391b uplift atJomt 27, 391b uplift a\jolnt26, 40 Ib uplift aljoint25. 41 !b upltft at jomt2<1. 241b uplift at joint 23- and 80 Ib uplift at jOlot
22, '
9) This truss is designed in accordance with the 2006'Intemational Residenlial Code sections R502.11:1 and Re02, 10,2 and referenced standartl ANSlrrPll
101 This truss is designed for <J. creep factor Of 1 ,25,which is used to calculate the total load deflection. The budding designer shall,verify thaI this parameter filS with
the Intended use of this component
11} See layout lor hanger informalion
LOAD CASEIS) Standard
A,
~
[Job
17042,
I',""
D2
. Sumner WA I Eugene OR--:-ONl'
jTrvss Type
COMMON
laly
1'9
,
1F>~0De'gadO' Guadi>lupe(17042)-bl
I ",
Job Reference (OD_llOnal)
7,Q30sJan 32008 MiTeklnduslties, foe
Paae7of9
~sCo
Men Apr 14 08:53:48 2008 Page 1
.-1-3-7.
1-3-7
7--4.15
7-4-15
14"3.~
6-10-6
;>1_'_11
?R-F;_ll1
6-10-7.
7-4-15
-29.10-1,
'-3-7
scale = 1:52.'
4.>:6::::
6,00112
9-8-6
Plate Offsets IX.Y): [2:0-8-8.0.0-101,..16;0-8-8.04-101
" 6
" M
'~ 1+
0
12 8 3x8::::
3](4::::
lA_10--4 7R..fi_Hl
9-1-14 9-8--6
-
DEFL io (IOC) Vden Ud PLATES GRIP
Vert(lL) '{}.42 8-10 >799 360 MT20 1851148
Vert{Tl) -0,54- 8-'0 ~619 240
Ho.-z(Tl) 0,09 6 01, 01,
10
3.>:4::::
911
3.>:6=
Il-R.R
lOADING{psf)
,TeLL 25.0
reDL 8,0
BClL 0,0
aCDl 7.0
LUMBER
TOP CHORD 2 X 4 HF NO,2
BOT CHORD 2 X 4 HF NO,2
WESS 2 X 4 HF/SPF Stud/sm
SPACING 2.0-0
Plates Increase 1.15
Lumberlncr8.ase 1,15
Rep Stress Iocr YES
Gode IRC2006fTP12002
CSI
Te 0,56
BC 0.91
we 043
(Matrix)
Weight: 1031b
BRACING
TOP CHORD
BOT CHORD
Slructural wood sheathing directly applied or 3-1-7 oc purlins.
Rigid ceiling directly applied or 9-7-3 OC braCing
REACT10NS (lb/size) 2=1307/0-5-8.6=1307/0_5-8
Max Horz2=103(LC 5)
Max Uplif12=-299(LC 5), 6=-299(LC 6)
FORCES (Ib) - Maximum CompressiOntMaxil1)um Tension
TOP CHORD 1-2=0137,2-3=-21701398.3'4"_1914/404. 4-5=-1914/404, 5-6:-21701398. 6-7=0137
BOT CHORD 2-10=.340/1836, 10-11=-125/1245.9-11=-125t1245, 9-12=-125/1245, 8-12=-125/1245, 6-8=-23711836
WEBS 3-10=-431/244. 4-1D"'-154n22, 4-8=-154-1722. 5-8;-4311244
NOTES (8)
1) Unbalanced roof live loads have been cQIlsidered for this design,
2) Wind: ASCE 7-05; 100mph; h=25ft; TCOl=4,8psf; BCDl=4,2psf: Category IJ; Exp B; endosed; MWFRS (low-rise) gatJle eM lone; canniaverlett and ngllt
eXPOsed; end vertical left and right exposeo; Lumber DOL;:1.33 plate gripDOL=l.33.
3) This lruss has been designed lor a 10.0 psI bollom chord live load nonconcurrent with any other live loads
4)' ThIS truss has been designed for a live load of 20.0psf 011 the bottom chord In all areas where a rectangle 3-6..0 tall by 2-0..0 wide will fit between the bOllam
chord and any other members. .
5) Provide mechanical connection (by others) of truss 10 beanng plate capable 01 withstanding 2991b uplift at joint 2 and 2991b uplift at joint 6.
6) thiS truss is deSigned in accordance With the 2006 International ReSldenlial Code sections R502.11.1 and R802.10,2 and refel'enced standard ANSirrPI1.
7) This truss is designed for a creep factor of 1.25, whid1 is used to calculate lhe total Joad deflection. The building designer shall venfy lhal lhis parameler f<ls with
the il1tended use of this compOl1enl.
8) See layout for hanger information
LOAD CASE{S) Standard
,
Ai
.'~,'
1"'''---
117042
; The -fru:;stu
IT''''' ----IT'"';'T''''U-~'
~, , . MONOTRU~S
, ::;umoer viA I Eugene O-R-:-ONL
-1-0-0
1-0-0
c
~
,
2
I ~
~ ~
,9~XI
XI,
LOADING(psf)
Tell 250
TeDl 8.0
BelL O,Q
BCOl 7,0
LUMBER
TOP CHORD 2 X 4 HF No2
BOT CHORD 2 X 4 HF No,2
SPACING 2-0-0
Plates Increase 1,15
lumber Increase. 1.15
Rep Stress Incr YES
Code IRC2006fTPI2002
REACTIONS (lblsize) 3=129/Mechanical. 2"'2631Q..5-B. 4=30/0--5-8
Ma~ Hor-z2::o74(lC3l
Max Uplift3=-63{LC 3). 2=-95(lC 3)
Max Grav3=129flC 1). 2-=263(LC 1), 4=72(LC 2)
FORCES (ib) - Maximum CompressionlMaximum Tension
TOP CHORD 1-2::00120,2-3=-51134
BOT CHORD 2-4-=0/0
CSI
Te 0,29
Be 0.17
WB 0.00
(Matnx)
r'
Paa~~ of 9
I~'
, loel{J<l(\O. Guadalupe{17042}-bl
Job RelerencejQP!IOflaq ~
7,O::lOSJan :;~{J()8Mllek.lnduslrles.mc,
MOO Apr 14 06:53:46 2008 page'-
4-8-8
4-8-8
,3
Scare'" 1:11.1
400[12
~
IX
IX
T1
.,
x~
XI
4-8-8
4-6-8
DEFL m (lac) Vdefl Ud
Vert{ll) .0:02 2-4 >999 360
Vert{TL) -0,04 2-4 >999 240
Hoiz(Tl) -0.00 3 ,.l1Ia "',
PLATES GRIP
MT20 185/148
V'feight: 131b
BRACING
TOP CHORD
BOT CHORD
Strucluial woQ(j sheathing directly applied or 4-8-8 oc purlins.
Rigidc~ilingdireC!lyappliedor 1O.0-0ocbradng.
NOTES (B)
1) Wind: ASCE 7.05: 100mph; h:025ft; TCDl:04,8psf: BCDl:04,2psr; Category II; EXp B; endosed; MWFRS (low-rise) gable end zo~e. cantilever left and righl exposed; end verticallelt and
nght exposed; lumb
. DOL:ol,33 plale grip DQl=1.33
2) This truss has been designed for a 10,0 pst bonom chord live load nonCOncurrenl wilh any other live loads.
3)' This truss has been designe~ for a live load of 20.0psf On the'botlom chord in all areas where 8 redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any olher
members,
4) Refer to gi;der(s)for lrusstolrusscoonectJons, , "
5) Provide mechanical connection (by others) of lruss to bearing plate capable of withstanding 63 tb upIJft at joint 3 and 95 Jb uplift al joint 2.
6) This truss IS Oeslgned In accordance Wllh the 2006 IntemalionaIResldentlaICodesectionsR502.11.1 and R802, 102 and referenced standard ANSIITPI 1.
7) ThIS truss IS C1eslgned for a creep facfer of 1,25, whICh is used to calculate the total load denectlOn, The hUllding deSIgner shall venfy that this parameter lils wilh
the intended use of Ihis component.
8) See layout for hanger information
LOAD CASEIS) Standard
.
.~.
IT~"
J2
-- The -Tn;~<; '...::.::-::-Sumner WA I t:ugene QRDNl
':JOb'
117042
I Truss Type
MONO.TRUSS
,I:"
I'P1Y'-- IlJelgado, (,jIJ~tJa.IUpe(17042}-bf
1 tOb Releren~tlonall
7,030 s Jan J 2008 Mllek lnOustrles. I~ MOO Apr 1408:53:492008 Pa9.e 1
~ae9of9
_1-0-1'1
1-0--0
6_1_0
-f
6-1-0
3
//~
$cale '" t:14,~
'400rT2
,
,
c
n
2
i~ ~ B1 I
~ ~
3x4:::
LOADING{psf)
TClL 25.0
TCDL 8,0
,BelL 0.0
SCDl 7.0
SPACING 2-0..-0
Plates Increase 1.15
Lumberlncrease 1.15
Rep Stress Incr YES
Code IRC20061TPl2002
CSI
TC 0,55
Be 0,30
we 0,00
(Matrix)
6-1-0
6-H)
DEFL '" (Ioc) I/den Ud PLATES GRIP
Vert(LL) -O,O\l 2-4 >999 360 MT20 11'351148
Ve0(Tl) .0,12 2-' >557 240
Horz(TL) -0,0<) 3 iv, N'
Weight: 161b
LUMBER
TOP CHORD 2 X 4 HF No.2
BOT CHORD 2 X 4 HF No,2
BRACING
TOP CHORD
BOT CHORD
,Structural wood sheathing directly applied or 6-0-0 DC purlins
Rigid ceiling directly applied ~.)O-O-o DC bracing
REACTIONS (Ibfsize) 3=t77/Mechanical,2=31510-5-8..4=39/0-5_8
Max Horz2:::S2(LC 3)
Max Upli/I3=-87(LC 3), 2=-103(LC 3)
Max Grav3=177(LC 1). 2=315(LC 1}. 4=96(LC 2)
FORCES fib) - Maximum CompressionlMsximum Tension
TOP CHORD 1-2=0/20.2.3;;-65'46
BOT CHORD 2-4=0/0
NOTES (8)
1l Wind: ASCE 7..Q5; 1 OOmph: ho:25ft; TCDL=4.6psf; 8CDL:4,2psl; Category II; Exp B; enClosed; MWFRS (low-rise) gable end zone; cantileverleh and right exposed. end vertical left and
righl e;.cposed; Lumbl
DOL"'1,3J plate grip DOL=1,33, '
2) This tfUSS has been designed for a 10,0 psI bottom chon:! live load nonconcurrent with any other live loads,
3)' This tfUSS has been designed for a liVe load of.20,Opsf on the boltOm chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wi~e will fit between the bottom Chord and any other
members.
4) Refer to girder(s) lor trUss to truss connectioos, -_ '" ., ,
5) Provide mechanical connection (by others) 01 truss to bearing plate capable of WIthstanding 871b uplift ai/oint 3 and 1031b uplift aljaint 2
6) This truss IS deSIgned In accordance Wilh the 2006 InlemallonaIResidentiaICodeseclionsR502.11.1andR802.10.2 and referenced standard ANSlfTPI1
7) This truss is designed for a creep faCIOI' of 1.25, which is used 10 caJcuJale the lolal load deflection. The buildill9 designer shall verify that this parameter rils with
the intended use ollhls component . ,
8) See layout for hanger infOfTTlalion
LOAD eASElS) Standard