HomeMy WebLinkAboutBuilding Miscellaneous 2008-4-2
_.,~---'-'-- .....-.
9.
"
...
13-6-0,
---."-. -~-_.---,--.__._--~- ~._--'-
26-0-0
13-0-8
. 3~;1
:12-6-0 .
~(
8'S'/'
. II f\,; ,z1
,~,.. <,
":~~~_:"'--'-~ -
.-;~J: _
~~:.;;;,-."",
.'C. :""J
1111+11
f' ': ~ N N
'It 'It ,'It
en en en
T
"
.;,
.,;
~
r--:,
'"
LU
C!j-'
--
S).' .426
I""...."....;""'""""'.~~
"I
9 'f
" '"
oN ~
"
"
of
~
M
\ \
N II
~
~
~
9
<D
.;,
.,~
II
Beam Must Move ----- -::::
To Plane With .
Upper Trusses .1\
.. 10-3.0
'"."
'\.
'\
.':i,;"
if,'
..C''''';
,c.-Sj.iT42
'I'
"1 ,
"
'M
FI~-
1-:1
"'~! .
"
~IL~'
II, ~'/I
/~'\F '
h".~f.. .'
-- M14
" --
, -JL26
M14
~ ~ 5-0-0 1;-~'l
. .... ," . ..'. . j ~
C19
0~19
+
15.9-0
8-6-0
26-0-0
.- ~'j' .
26~~ ~
12-11-8
l:it:.l.t:i
S26
,~ ~
.-.--=--1
-=~
.~'.;'--~~
N
"I
""
<D
"-
G~~~,R.
i~
<D
"
y.
i
OJ
N
2-
iD
~1=
GE26A
GE1i
17-6-0
26-0-0
~'..."
'fi,;',
"p<"
,
"
<i-
on
~
,4--
CLEARSPAN TRUSS, INC.
955 N. Main St,
Independence, OR 97351
(503) 838-6869
(503) 838-6816 FA~,
);.-;:.~ "
'..
~
.'\::
~
(j{)'
~
~
'-
. .,i
,
,I
, '\~
Customer: Northfork Construction ~
Plan: Mascord #22143 Revised \J"-
Quote #: 15738R \
Date: 3f7108
Revised: 4/2108
Designer: Dan Korgan
..r'
9
9
<D
M
Measured>>>> :
9' 2-1/4" Plate To'
Plate Height Difference
Main To Upper Wall'
EXT, PITCH: 6112 & 7/12
INT, PITCH: 3/12 & 4112
WALLSIT ,P ,: 2x6 I 2x6
ROOFING: Composition
LOADING: 42#TL(25fl/0/10)
TAILS: 19" & 16-1/2"
SOFFITS: Open
OC SPACING: 24"'OC '''.
_",'t.::
'~~'"
<?
~,
-,
t.,
).
\~ "\
..:::l
~
~:L,
--
~
ATI1C
15738R-NorthforK \
R28173059
obReference "21;"""1\\ j
6,500 S Apr 2 2007 MiTek Industries, lCW_'1Jhu Apr 03 09:51:29 2008 Page 1
<)
\~::"R :~::
Clearspan lruSS.lnc., lndepg~nce, OR 97351
Truss Type
O-If" :>.-7_1' 6-10_1' 9-4--0 I 11+!l.J\
0-2-0 3_5_12 3-'-' 2-5+4 2,5--4
4116;:::
6.00 f12 ,
3116 ;:::
l!i-O.J\
8-6-9
"li_11..n,
.
1_7+0
Scale = 1:89.1
3-3-'
'1_!l_7
6-9-2
:>;r\.-4-0
,
3116:::;
5
~46\1
TRUSSES IN THIS JOB
A TIIC ACCESS LOAD NOT CONSIDERED
(20 PSF 24''WX42''H)
7;0;10-;;'
:2x411
2~
4116~
,
,
,
\
~//
9
101~
S. '-::::::, ^
5;0;9~
~
1516
~,~
,><6
14
1:2x12:::;
"
6x10;:::
17 12
5><6=
"
31161\
9_1+4
21+9-7
&-9-2
:>;O_ol..O
() 1~0 :>._7.12
0_2-0 3-5-12
15_0..4
11-4-9
8-6-9
Pl:ltp. nff~P.t!'l IX VI' 14'Q-'j-O Frlnel r7:,?-3.:0 FrlnP.\ r14'0-3-E'_~
LOADING (psf)
TClL 25.0
TCDL 7.0
,BClL 0.0
BcaL 10.0
SPACING 2..Q.0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress lncr YES
Code IRC2006frPl2002
CSI
TC 0,62
BC 0.65
\NB 0.42
{Matrix}
DEFL
Vert(LL)
Vert(TL)
Horz(Tl)
in '(loc)
_0.4711-12
_1.0111-12
0.04 9
Vdefl
>756
>352
nla
Ud
240
180
nla
PLATES GRIP
MT20 220/195
Weight 292 Ib
BOT CHORD
WEBS
2 X 6 OF SS G .Except*
7-102 X4 OF No.1&BtrG
2X10DFSSG
2 X 4 OF Std G *Except*
1-142 X 4 of No.1&Btr G
12-152 X 10 OF S5 one side
BRACING
TOP CHORD
BOT CHORD
WEBS
Structural wood sheathing directly applied or 3-3-2 oc purlins, except
end verticals.
Rigid ceiling directly applied or 5-4-7 oc bracing.
1 Row at midpt 3-5,8--12,1-15
LUMBER
TOP CHORD
LBR SCAB
REACTIONS (lblsize) 15=2120/Cl-5-8,9::1750/0-5-8
Max Horz 15=-354(LC 3}
Max Uplift15=-158(LC 6), 9=-379(lC 6)
FORCES (Ib) _ Maximum compression/Maximum Tension
TOP CHORO 1_2~1822/263, 2_3~16121305, 3-4:0/501, 4-5:0/611, 5-6~15561271. 6-7_17411182, 7"~1916/164, 8,9-32131451,
9-10=0/56,1-15=-35931369
BOT CHORO 15-16~23/325, 14-16-23/325, 13-14:0/1560,13-17:0/1560,12.17:0/1560, 11-12-23012784, 9-11~23012784
WEBS 3-5=-2060/281,2_14=0/530,6-12=0/478,6-11=-56/671, 8"12=-1439/486, 1_14=-269/3059
NOTES
1) Attaehad 18.1)-0 ,cab 12 to 15, back taeel') 2 X 10 OF SS G wtth 2 rowl') of 1ad 10,131"x3") nail' 'paced 9" o,e,axcept' "aniog at 1)-3-12
from end at joint 15, nail 3 rowl') at 2 o,e, for 2-0-0: 'taning at 2-7-12 tram end at joint 15, nail 2 rowl') at 3 o,e, tor 2-0-0: "aning at
13-0-4 from end at joint 15, nail 3 row(s) at 2 o.c. for 2-0-0.
2) Unbalanced roof live loads have been considered for this design. ~
3) 'Mnd' ASCE 7-05: 110mph: h:25ft: TCOL:4,2p,f: BCOL:6,Op'f: Category II: Exp B: enelo,ed: MWFRS gable end zona: cantile,er left and
right exposed; end vertical left and right exposed; Lumber OOL=1.00 plate grip DOL=1.00.
4) This truss has been designed for a 10.QPSf bottom chord live load nonconcurrent with any other live loads.
5) Thi' tru" raq"ire, plate In,pection per the Tooth Co"nt Method when thi, tru" i' cho,en for q""lilY ""uranee in,pection,
6) Ceiling dead load (5.0 psf) on member(s). 2-3, 5-6, 3-5
7) Bottom chord nveload (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 12-14
8) A plate rating reduction of 20% has been applied for the green lumber members.
g) Thi' IN" i' de,igned in accordance with the 2006 International Re,idential Code ,ection' R502,1 U arid R802,10,2 and relerencad
standard ANSlfrPI1. :1
LOAD CASE(S) Standard
EXPIRATION DATE: 06/30108 ;
April 3,2008
..,.JI
.~. .
AI>. WARN""', Yo"" d..," pa_~~ "M RlW> NOTES ON TH<' AND = ,,"EX REFaRENeE PAGE "",.TO REFORE USE,
Design volid tor use only wHh Milek conoectors. This design Is based anly upon parameiers shown. and is lor on individ'ual buikfing component.
APplkpb'" p' d~IO" pp~~"t.o pod prop" l~p",,,pfipO p' ,pmpp","" ,~ppmib"" pi b,II""e d~io"" - .0' tru. d~ig"", "pd"O ,hp~
IS lor lateral support of individual web members onr,r. Add\tional temporary brocing 10 insure stobiUty during construction is Ihe responsiblllir,r ot the
erec:lor.. Additionol permanent bracing at the overall structure is the responslbiUty 01 the building designer. For gener,.,1 guidance regarding
tabncohon. quaiity control. storage. dellvery, er$Clion ond bracing, consu~ ANSI/1Pll Quanty Crtlella, 05B-89 and,BCSll BuildIng Component
Salely InfOflTlaflan .avoilable from Truss Plate Institute. 583 D'Onofrio OrNe. Madison. WI 53719.
.,'
MiTek"
nn Gref:!obacI<Lane.Suite 109
':.'ttrusHeiQhlS CA 9561(1
"
Q~
Ply
1573BR ~ Nortlifork
Truss Type
Tru"
R28173060
C19
COMMON _
.InhRefArFlnr:F!'{'lpliOnan
6.500 s Apr 22007 MiTek Industries, Inc. Thu ~p113 09:51:29 2008 Page 1
, 7?_1_~
\'Ob
1573BR
Clearspan I russ,
Inc., l~d~.Qdence, OR 97351
1 ">-}_1A.
,4-11-6
+--
,...'
.'-~ "
0;..0;_>
4-11-6
1-4-'
~~,
4,ro=
4
7.00 [12
2x4-:/
2X4~
"
l~,' '-
~=
9 ,
5)(14=
?n-~
1(}-4-8
9-H
.?0-!l.Q
5-5-'
1-4-'
5cale = 1:44.0
6
~~
@I ,0
3)(10= '
9_1-4
-'--'"=
"
Plate Off~P.ts rX Vi'
I,'{}..10-' n-1.~\
I
10.4-8
10-4-6
rB'o-1('_".Q=1.~1 '9:0~-01 -
~--' --
DEFL
Vert(LL)
Vert(TL)
Hori.(TL)
in
-0,15
-0.47
0.04
(lcC)
6-a
6-8
6
Vdefl
>999
:>521
nfa
;iUd
240
;'180
!' nla
CSI
TC 0.27
Be 0,53
WB 0.25
(Matrix)
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rap Stress lncr YES
Code IRC2006fTPI2002
LOADING (pst)
TeLL 25.0
TCDL 7.0
BelL 0.0
aCDl 10.0
PLATES
MT20
GRIP
220/195
Weight 90 Ib
BRACING
TOP CHORD
80T CHORD
, "
Structural wood sheathing directly applied or 5--8-9 aC purlins.
Rigid ceiling directly applied ~r 10-0-0 oc bracing.
LUMBER
TOP CHORD
BOT CHORD
WEBS
2X4DFNo.1&BtrG
2 X 4 OF No.1&Btr G
2X40FStdG
REACTIONS (lb/size) 2::955/0-5-8,6::955fQ-s:.8
Max Horz 2::-215(lC 3)
Max Uplifl2::-306(LC 5), 6::-306(lC 6)
FORCES (lb) _ Maximum Compression/Maximum Tension
TOP CHORD 1_2::0/44,2-3::-1256/331,3-4::-956/258. 4-5::-956/25B, 5--6::-1256/331, 6-7::0/44
BOT CHORD 2_9::-26111024, B~9::-26111024, 6-8::-174/1024
'/<JESS 3-8::-'344f247, 4-8::-76/5~6, 5-8::-344/248
NOTES
,1) Unbalanced roof live loads have been considered for this design.
2) Wind, AseE 7-05; 110mph; h=25", TCOL=4,2p,f; BCOL=6,Op,f; CalegO'" II; Exp B; enclo,ed; MWFRS gabie end zone; cantiie,er lefi and
right exposed: end vertical left and right exposed; Lumber DOl::1 ,00 plate grip DOL::1.00.
3) Tni' Iru" ha' been de,igoed for a 10,0 p'f bottom chord ii,e load nonconc,"enl wtth any olho' iive ioa".
4) Tni, tru" reo,ire, piate i",pection per the Tooth Co"t Melhod when thi' tru"i' cho,en for o,alny a",rance i",pection,
5) A plale rating re"ction of 20% h.. been appiied for the green "mber members. "
6) Tni"ru" i' d..igned in accordance with the 2006 international R..idential Code ..ctio", R502,11, t and Ra02, to,2 and refaranced
""ndard ANSIITPI t, "
"
..j
LOAD CASE(S) Standard
~
-"~.,
A W"",""", "rlh ,,"'. pamm'~ a'" READ NOTES ON THIS AND ..CLVDED """" REFi:N&NOE ",C, MJ1,T4T3 BEFORE USE,
D"gn dd Icr vre only "'Ih ".., conn~I=, Tho d"gn' b~ed only vpon po~m."n ,ho_. ond illcr on Indlvldvol bvildlng com~nonl,
Apelipobm" 01 d..gn pmom.nl"" ond pcop" incmpocollon 01 compon""" ,~po~lb"ly 01 bvlldlng do'gn'" notlru. ""gn'" ",odng "'own
I, 'm lol.col ~poo' 0' IndMdvol web memben only, Addi1ionollempcroly bcoc"9 10 in~re ,Iobmly doring po~Iruc1"n' Ih. re,pon,lbur,ly 0' Ihe
erec1cr, Addittonol p~oo""' broc"g 0' lho ovoron ,Imclvre I, Ih. re,po~ibmly 0' Ih. bvUdng d~.n", '0' gen"ol ",!donce ,,,ordOg
10bOool1on, ovolily conlcol, ,'moo" de''''.' "e.c,,,n ond e~dng, comvll AN51~"l Gvo"" C".lIo, DS6'" and 'Oll 'v'dln, Compan.nl
Salely lnlormal1on available trom 11'lJ$S plate In~Mule. 583 0 Onofrio Drive. Madison. WI 53719.
EXPIRATION DATE: 06/3'
Apr
..
\ ~~t
77T7 Greenback Lane SulteH
CttrusHelQhls CA~
10
Ply .15738R - Northfork
1
\ lob RefF!fMC'_A(ontinn::ll) -
6.500 s Apr 2 2007 MITek Industries, Inc.
R28173061
1""''' Type
COMMON
o~
\JOb
15738R
c\earspanTruss,
If"'''
C2.
Inc.,\n~~dence,
Tnu "<<.~~ 09:51:30 200!:l'Page 1
\-_l..L11
14~
....."
6..&-14'
11--I;I-Q
"'"
1"''''-~
"",
~
,77-4-A
OR 97351
"'''
1+8
Scale = 1:54,3
4Jd1 =
,
"
"
7.00 [12
,
~~'
3x5=
18"3-B
10
3)(4=
6
~~Ii
3x6=
I~3-8
PI;.'lte Offsf!t!; IX y,. 'Z;~r_'l..'
-\
,---kt\-'<;
5-9-15
LOADING (psf)
Tell 25.0
TeDL 7.0
BelL 0.0
BCDL 10.0
SPACING 2-0..0
plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code lRC2006fTP12002
CSI
TC 0.32
Be 0.39
VVB 0.26
(Matrix)
PLATES
MT20
GRIP
220/195 .
rF'n-p._?o-rU~l
Weight: 1171b
LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X 4 OF No.1&Btr G
2 X 4 OF No.1&Btr G
2X4DFStdG
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 4-9-8 QC purlins.
Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS (Iblsize) 2=117510_5-8,6==1175/0-5-8
Max Horz 2==-269(lC 3)
Max LJp\\ft2==-360(lC 5), 6==-360(lC 6)
FORCES (lb) _ Maximum Compression/Maximum Tension
TOP CHORD 1_2==0/44,2-3==-1671/405; 3-4==-1469/442,4_5==_1469/442,5-6==-1671/405,6-7==0/44
BOT CHORD 2_10=-;331/1346,9-10==-101/909,8-9==-101/909,6-8==-219/1346
INEBS 3'-10==-373/297,4-10==-182/584,4-8==-1821584,5-8==-373/297
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wi.d, ASCE 7-05; 110mph; h=25ft; TCDL=4,2p,l; BCDL=6,Op,f; Category II; E,p B; enclo'ed; MWFR5 gable end zone; cantile,er left and
light exposed; end vertie<illefl. and right exposed; lumber DOl==1.00 plate grip DOl==1.00.
3) Thl, tN" h", been de'lgned for a 10,0 p'f bottom chord lI,e load noncoocurreniwi1h any oth" lI,e load',
4) Th" tN" require, plale I",pectlon per \he Too\h Count Melhod when thl' tN" I' ch"en for quality a"urance I",pectlcn,
5) A plate ratIng reductIon of 20% h", been applIed for the green lumb" membe".'
6) Thl' t"''' " de,I,ned In accordance wi1h the 2006 International Re,idential Code ,ectio", R502,11,1 and Ra02,10,2 and referenced
standard ANSlfTPI1.
LOAD CASE(S) Standard
EXPIRATION DATE: 06/30/0
April 3
.!3
r
. "'T::mr .. Of' 1 (II ~
A W"""'"",._ ....~n ",,""';.~n and READ NOTE' ON ''''' AND = """" iruEKENC" PAGE "',.,." BUDRE UE"-
D."O' ,,"d f~ O~ on" w1fh '",,' conn.don, 10" d"'9" bo,Ed on" ,pon pomm.'" ,ho~, o.d I, fm on ,.01,",'0' b"~"O oompo",.f,
APP"oob"" of d,,'O' pomm,""" o.d p'op~ '.oo'Pom"on of oomoo.e.f' ",po",Ib'" of ""'~'"o d"'O.M- no'.""" d,,".M, 'm"'9 '"o~
,fm IoIMO' "p"", of "dl"doo,_b ~mbe" on", Addll'onol "mp=~ I><oolno to ,=" ,fobm, d'"'9 oon,!NOI".' fh. ,,,pon'"'' of fhe
M~I~, Add;t'o.ol p_",.f "",01'0 of fh. ".mU ONd'"'' fh. ,.,pon"'''' of 'ho b,ildl.o d""'''' fm 9,""0' o'~o'o, '000","9
~~~::f~im".i\1~~ ~:::,'g~l~'i:g~~~,;l~~ ~,jif~\~' F",dD'bo.;;~i1; g:;'~I~odt~~'~r'J,~~all' c.lI"'a, .",,,.,d .on ',fidl.. camp.".f
"I:
MITek
...,..~.,.,,~~.FC!.""
7777 Greenback.Lane. suile 109
c~rusH,!;"I->'~ rl> "~'1'
Oly
PI,
1573BR-Northfork
R28173062
\JOb
1573BR _
Clearspan IIU?S, Inc.,
\TM'
GE17
\re..~iendenc;e, OR 97351
\Tru"T'pe
GABLE
Jot> Reference lootionall
6.5C'O s Apr 22007 MiTek Industries, Inc. Thu Apr 03 09:51:31 2008 page 1
"'_9-1)
17-6_0
8-9-0
,~
,-'-8
Scale = 1:35.7
_1..A_1l
B-9-0
,-4-8
4x4==
6
i
700 f12
3
'"
n
J
"
"Ii
~
1
,
IS'
'8
. -'--fj
3x4=
18
17
16
15
16-~=
17.A."
'-
17-6-0
- 1~~ -\_. ~~~~es
120
nla
Weight: 85 lb
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Iocr NO
Code lRC200SrfPI2002
CSI OEFL In (loe) lIdefl
TC 0.16 Vert(LL) -0.01 11 nIT
BC 0.05 vert(TL) ~O.O1 11 nlr
we 0.06 Horz{TL) 0.00 10 nla
(MatriX)
GRIP
220/195
f-
LOADING (psf)
TelL 25.0
TCDL 7.0
BeLL 0.0
BCDL 10.0
LUMBER
TOP CHORD
BOT CHORD
OTHERS
2 X 4 OF No.1&Btr G
2 X 4 OF No.1&Btr G
2X40FStdG
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-D-0 DC purtins.
Rigid ceiling directly applied or 10-0-0 OC bracing.
I
REACTIONS (Ib/s~e) 2'221117-6-0,'0.221117,6-0,16'200117-6-0,17,'58117-6-0, 16'170117-6-0, ,5.,46117-6-0, 14.170117-6-0, ,3.,58117,6-0, 12'200117-6-0
Max Horz2=-163(LC 3)
Max Up"ft2~91(lC 5), 10~111(lC 6), 18_72(lC 5), 17~90(lC 5), '6~71(lC 5), 14...75(lC 6), 13~91(lC 6), 12~71(lC 6) ,
Ma' Gra' 2.221(lC 1), 10.221 (lC 1), 18.2oo(lC 9), '7.'58(lC 1), 16.176(lC 9), '5.'46(lC 1), 14.176(lC '0), 13.'58(lC 1), '2.200(lC 10)
FORCES (lb). Maximum Compression/Maximum Tension
TOP CHORD ,.2.0143,2-,..,381120, 34_861106, 4-5~521123, 5-6~531162, 6-7~531154, 7.8_52195, 8-9..56141, 9-10_69/50,
10-11:0/43
BOT CHORD 2_18,_251128,17,'8,-251128,16-17-251128, 15-16-251128, 14-15~251128, ,""4~251128, 12,13~251128,
10-12=-251128
WEBS ""8~'5211'6, 4-17~1211107, 5-16~1351102, 6-15~107/0, 7,14"-1351100, 8,13~1211108, 9-12'-152/\15
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) W"d, ASCE)-05; 110mph; h.25ft; TCDl.4,2p,l; BCDl.6,OpsI, Cate90,,! II; Exp B; enclosed; M'M'RS gable end zone; cantHe,.r left and
right exposed: end vertical left and right exposed: Lumber DOL=,1.00 plate grip DOL=1.00.
3) Tru" designed lor wind loads In the plane of the truss onl" For st,ds e,posed to wind (normal to the face), see Standard Indost"! Gable
End Details as applicable, or consult quallfied building designer as per ANSlffP\ 1-2002.
4) This tru" ha' been designed for a 10,0 psI bottom chord ",.'oad nonconc""ent w'h any otherll,e load"
5) All plates are z,,4 MT20 "less otherwlse Indicated, .
6) This tru" req,'r.. plate I",pectlon per the Tooth Co"t Method when this tru" Is chosen lor quain, a"urance Inspection,
7) Gable requires continuOUS bottom chord bearing.
B) Gable studs spaced at 2-0-0 cC.
9) A plate rating reduction of 20% has been applied for the green lumber members.
10) This tru" Is designed In accordance wnh the 2006 Intematlonal Residential Code sections R502,11,1 and R802,10,2 and relerenced
standard ANSlfTPI1.
LOAD CASE{S) ~tandard
EXPIRATION DATE: 06/3'
Ai"
"'"
~,.. ,. ,. .":;::..."..,...."..". ..' "...
A WARN"'G, ,.rl/, d..~n porom...... ond READ NO'ES GN 'WS ANG """'GDE'''''''' REF,"""",, Pd"" ,,",74'3 BUORE GES,
O."On ~'id roc c,. on' ",Ih "", co..~lo., Th' d.;O" be",d on' cpon po,am.I.. ,h_, a.d" la' ao 'ndioocO' bc,idi.O compo,.'l.
APplloabl'" 01 d~"n pmam.nl~ ond p,ap.' 'ncacpOco'" 01 compo...t' ,mpont'b'" or bclidlno d.;o'." .ol!ru" d.""." "od.o ,ho~
i, 1m lat.,al wppo' 01 ,.""'dcol_b m.mb.. o.ly Add,"o.all.mpma~ "'oclng 10 10m ,lobl'" dc'nO cont!rucllo., Ih. ,.,pon'ib",' ollh.
e,~to', Add",o.a' p_n.nl bcocing or Ih. OY.CO' ,Iructcm" Ih. ,.,pon;bO' ollh. bcllding d.'ion." fa' g..mal gcl"nC. ,""mdtno
robOcolio. ocoll' conllol, "o,og., d.,",e~, .,.cto. and bcod.., contcll AHSWIT 0'011' C".oo, 0,",89 nod 80IT 8,'dln, compo....
Safety lnlorrnolion available from TNSS Plate Ins~tuje. 583 D'Onofrio Drive. Madison. WI 53719.
Mil"
MiTek"
77T7GleenbackLane.Surte1C
crtnls Heinhls_ CA 95610 -
~..c."'"'.,,,,,....
\JOb
15738R
ClearspanTrusS, Inc.,
ITn'"
GE19
lrid~f~dence, OR 97351
\TrusSlYpe
GABLE
\~~ \PI'
\ 15738R - Northfor'r<.
1 .lnhR<'!f..renr.elo!J!;onal)
6.bOO 5 Apr 2 Z007 MiTek Industries, Inc.
R26173063 \
Thu Apr 03 09:51:32 2008 Page 1
_l...Jl
,~~
20-9-0
,....
,22_1.8
'+8
,-4-8
,....
Scalll == 1:44.0
4x4=
7
.
7,00", /', 5 8 ,~'~~ 9
~ ..-
,,4~\ :~,10
A' ' ~'"
_ " ~ 12
~1~2 '~;NVV}V'''-;';~-' " " .,..-. €' '. 'SO ~~13~
~~~_XXX660 ~~
3::<.4= 23 22 21 20 1918 17 ::. 16 1'5 14 3x4=
3x6='
9-1~
20-9-0
20-9-Q
LOADING (P$f)
TelL .25.0
TCDL 7.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC200SI1'PI2002
CSI
Te 0.16
Be c.m
we 0.07
(Matrix)
OEFL
Vert(LL)
Vert(Tl)
Horz(TL}
in
-0,01
-0.01
0.00
(Ice)
13
.13
12
Vdefl
n"
0/1
0"
Ud
120
12Q
nl.
PLATES
MT20
GRIP
220/195
Weight: 107 lb
LUMBER
TOP CHORD
BOT CHORD
OTHERS
2 X 4 OF No.1&Btr G
2X4DF No.1&8trG
2X4DFStdG
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 oc purtins.
Rigid ceiling directly applied or 10.0-0 DC bracing.
REACTIONS (lb/size) 2=212/20_9-0.18=147/20-9-0,20=167/20-9-0, 21=168f20-S-0, 22=168/20-S-0, 23=170/20-S-o, 17=167/20-9-0, 16=168/20-9-0, 15=168/20-9-0, 14=170/20-9-0
,12=212120-9-0
Max Horz 2=-215(LC 3)
Max Uplift2=-75(LC 5), 20=-76(LC 5). 21=-84(LC 5), 22=-91(LC 5), 23=-56(LC 5), 17=-74(LC 6), 16=-85(LC'6), 15=-91(LC 6), 14=-56{LC 6), 12=-S8(LC 6)
Max Grav 2=212{LC 1), 18=147(LC 1), 20=173(LC 9), 21=168(LC 1), 22=168(LC 9), 23=170(LC 9), 17=173(LC 10), 16=168(LC 1), 15=168{LC 10), 14=170(LC 10),
12=212(LC 1)
FORCES (Ib) _ Maximum CompressionlMaxirTlUm Tension
TOP CHORD 1-2=0/43, 2_3=-172/139, 3-4=~126/127, 4-5=-85/123, 5-6=-531153, 6-7=-531189, 7_8=-53/181, s..9=~53/124, 9-10=-53/63,
10_11=-54/45,11-12=-90/56,12-13=0/43
BOT CHORD 2-23=-30/148, 22-23=-30/148, 21-22=-30/148. 20-21 =-30/148, 19-20=-301148, 18-19=-30/148, ,17~18=-30/148,
16-17=-30/148, 15-16=-30/148, 14~15=-30/148, 12-14=-30/148'
\NEBS 7_18=_109/0,6-20=-133/100,5-21=-129/109, 4-22=-127/108, 3-23=-133/102, 8-17=-133/97, 9-16=-129/110, 10-15=-127/108
,11~14=-1331101 .
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASeE 7-05; 110mph;h=25fl; TCDL=4.2psf; BCDL=6.0psf: Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and
right exposed; end vertical left and right exposed; lumber DOL=1.00 plate grip DOL=1.00.
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 Detaiis as applicable, or consult qualified building designer as per ANSlfTPI1-2002. '
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any Other live loads.
5) An plates are 2x4 MT20 unless otherwise indiC:3:ted. .
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 oc.
9) A plate rating reduction of 20% has been applied for the green lumber members.
10) This truSS is designed in accordance with the 2006 International Residential Code sections R502; 11.1 and R802:1 0.2 and referenced
standard ANSlfTPI1.
LOAD eASelS) Standard
'I EXPIRATION DATE: 06/30/0SJ
April 3,200S
-
A WARNING. verify design paTllmetc!rs and.R&ll.D NOTES ON T1lIS AND ll'ICLUDED MJTEK REFERENCE PAGE MIl_7473 BEFORE USE.
Design var.d lor use only vvith Mllel: connectors. This design is based only upon parameters shown. and Is for on individuol b~llding cO:mponenl.
Appiicabmty of design poromenters and proper Incorporation of component Is responsibmty of building designer - not truss designer. Bradng shown
Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction!s the responsibil~ty of the
erector. Additional permanent brocin9 of the overall structure is the re5ponsibility of the building designer. For general guidonce regardIng
fabrication. o,uar.ty control. storage. delivefY. erection and brocirll". cC!n5ull .ANSI/T1'1I Quallly CrIlerla, DS5-8'1 and BCSl1'5ulldlng Component
Safety In'ormirllan available from Truss Plate Institute. S83 D'Onotno Dnve. MadISOn. W1 53719
, ~'>Ir_
III:
...,.."'q....~~"ra""'..
7TT7 Greenback Lane, Sulle 109
Cllrus Heiahls,CA. 95810
t;8R :::
C\earspan Truss. \nc., l~~nce, OR 97351
ru" Type
GABLE
.If''"' RAfp.renr:e (cctiona\)
6.500 s ApT 22007 MITek Industries, Inc.
~8173064\
ThuApr0309:51:342008 Pagel
a~
Ply 15738R - Northfork
.~"-f'.n
:27~
,.....
Scale'" 1:54.3
1~_n
,~O-<l
._I.J!.-P.,
,3-0-0
4)(4=
'-4-8
~
,/,:1 ~..
',;:/1\ ~12
"A, . :J-Ll, \, , ~.,,'
V~YXXYXXXXA~~XXXXXXXX~L~xy~~5.
24 23 22 21 20 1S 16 17 16 3x4 ::::
3:<6=
700 f12
~
3x4=
'27
26
25
9-H
16-0-0
- 26-0-0
- ----r---~ -- --r
C5' DEFL. in (Ioc) I/defl Ud PLATES GRIP
TC 0,16 Vert{Ll) ~O.O1 15 nlc 120 MTZO 220/195
8C 0.06 Vert(TL) -0.00 15 nlc 120
WE 0.15 Horz(TL) 0.01 14 nla n/a
(Matrix) Weight 146 Ib
=---.- ---
,- -
-' -
LOADING (psf)
Tell 25.0
reel 1.0
BeLL 0,0
aCDl 10.0
SPACING 2.0-0
plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRCZOO6fTPl2002
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied Of 6-0-0 oc purlins.
Rigid ceiling directly' applied or 10-0--0 QC bracing.
LUMBER
TOP CHORD
BOT CHORD
OTHERS
2 X 4 DF NO,1&Btr G
2 X 4 OF No.1&Btr G
2X4DF Std G
REACTIONS (lbl,i%O) 2.228126-0-0, 22.'4812S-0-0, 23.,67126-0-0, 24.'67126-0-0, 25.172126-0-0, 26.'51126-0-0, 27.220126-0-0,
20::167/26-0-0,19:::167/26-0-0, 18=172J26-O-0, 17=151/26-0-0, 16::220/26-0-0. 14::228/26-0-0
Max Horz 2::-269(LC3) I
Ma' Uplift2-73(lC 3), 23_71(lC 5), 24-881lC 5), 25-81(lC 5), 26....5(lC 5). 27-841lC 5), 20.-S8IlC S), 19_89(lC 6),
18::-81{LC 6), 17::-85(LC 6), 16::-84(LC 6), 14=-83(LC 6)
Ma' Gnov 2.2281lC 1), 22.171(lC 6), 23.173(lC 9), 24.,67IlC 1), 25.172(lC 9), 26.,5'llC 1), 27.221(lC 9), 20.m(lC
10), 19:::'\67(LC 1), 1B='\12(LC "\0), 11=15.1(LC '\), 16=221(LC 10), 14::228(LC'1)'
FORCES (lb) _ Maximum Compression/Maximum Tension
TOP CHORD 1_2.0143,2-3-218/171,3-4-1621156,4-5-123/154. 5,6_811152, 6_7_53/198, 7,8_531233, 8_9._531225, 9-10-53/170,
10_11::-53/105, 1H2::-52/56.12-13::-59/53, 13_14::-115/67, 14.15=0/43
BOT CHORD 2_27<-40/179,26-27.-40/179,25-26<-401179,24-25-40/179, 23-24-401179, 22_23<-40/179, 21_22<-40/179,
20.21=-40/179,19-20=-40/179.18-19=-40/179, 17_18:::-40/179, 16-17=-40/179, 14,-:.16::-40/179
WEBS a_22~14710, 7_23..133195, 6-24-128/111, 5-25_1311107, 4-26_116/102, 3-27""651127, 9-20_133192, 10-19~128/113,
11~18::-131/107, 12_17::-116/102, 13--16=-165/127
NOTES
1) Unbalanced rQ(:)f live loads have been considered for \his design. '
2) Wind: ASCE 7,05: 110mph: h.25ft: TCDl.4.2P,f; BCDl.6,Op,f; Cate90,," II: ExP B: enclo,ed; M'M'R5 9able end ,one: ,an1i1evec left and
right exposed: end vertical left arid right exposed: Lumber DOL=1.00 plate grip DOL=1.00.
3) TN" de,i9ned foe wind loads in ,he plane of the tN" only, Foe ,tuds e,po,ed to wind Inorma' to the 1a,e), ,ee Standa" Indu",", Gable
End Details as applicable, or consult qualified building designer as per ANSlfTPl 1-2002. :
4) T\1i, IN" ha' been de,igned foe a 10,0 p'f bottom ,Wd live load nonconcurrent wilh any o1hec live load"
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Thi' 1N" requice, plate in'pection peethe Too1h coun' Method when thi' IN" i' ,ho,en foe quality a"ucan,e in,pection,
7) Gable requires continuoUS bottom chord bearing.
8) Gable studs spaced at 2-0-0 oc.
9) A plate rating reduction of 20% has been applied for the green lumber members.
10) Th" IN" i, de,igned in aooocdanoo wi1h 1he 2006 International Re'identia' Code ,ection' R502,11,1 and R802,10,2 and celecen,ed
. standard ANSlfTPI 1.
~OAD CASE(S) Standard
EXPIRATION DATE: 06/3r
Apri
'"
""'" -,~ ,--" -
AI. wARNING' v."" "',""pa~........ READ NOT'" ON TWS AND ",eLUDED MrrEK """.-cE PAGE "",,,T3 BEFORE GEE,
D.,ign ,o"d ,,, "e 00' .;'h Mrr."O""~'O", '" d.<on' bo"d 00' opon paeom.'," ,hown, ond" '" on ,"d"~oO' bo'~'no oompo",nl.
APpncoblle' 01 d~'on po~~nl." ond p~P" ,noo",,,oIlOO 01 compo",nl' ,,,poo,'bU", 01 bol~'no d"'on" - not IN" d"on", ',ocln, ",own
"oc '0'''01 ,""oM 01 'ndMdool w.b m.mb'" only, Add'"MO' l.mpoCO^ bloolOO 10 'nM' 'oblleN doMn, ooruhoPlIon' Ih. ,,,p='bUf" ot Ihe
"..Ioc, AddlllMot pe~o",nl blOoeno ollh' o,,~, ,INoM" Ih. "",oru'bm~ 01 lho bolld'no d"On'" fOl o.."ot goldono. 1",0","0
Iob;loollon, "al" oontrot. ,'otoo" de'..^. ,,~Ilon ond b~dng, oon'" AN""'" Q"o'~ CmoMo: ,,",89 pod ..'S" ,,""n, Com,,,"n'
Salety lnlormallon ovoi\ob~ from Truss Plate institute. 563 D'Onofrio Drive. Madl.$on. WI 53719. '
.1'
MiTek'
7771GreenbackLane.Surtel~
c~ru'l--'.,in"" C.~ ":>':'11'
...,..~.."""u.".....,
a~
Ply 15738R - Northfork
R28173065
\;:38R _ ::
Clearspan I russ, Inc., \nde~\.~%nce, OR 97351
Truss Type
GABLE
.loP RAf'3renca lootionan -
6.500 s ApT 22007 MITek Industries, lnc'1J]~Apr 03 09:51:35 2008 Page 1
..,LQ
4.-R-10
11.11-11
1?"'O.O
111-1-8
?6--lHL
6,9-8
,ZH<.j
1-4-'
Scale = 1:58.1
....10
4_2c14
4-0-'
6-2-8
,M
4x6=
5
7.00112
L
~~ C--
6
"
~
2 ' ~
~1~[I'N;;'V ,,/:>vv..J ^-'-^
3)(4= 13 12 11
10
5x9=
10ll20MT20H \\
4.00,G2
18-3-8
pla'e Off,e" IX Y\' [1Ojl_~" "n'O-'-llJb:,,o, ~S",:"1O 0-1_0L_I?4'0-1-8 Q.1'01 127'Q.'o!'Q-1-nl
LOADING (pst)
Tell 25.0
TeDl 7.0
Bell 0.0
BCDL 10.0
8_11--8
8_11_8'
11-3..(]
~,~
26-0-0
~g.{)
,6-3-8
- -
SPACING 2~O-O eSI DEFL in (lcC) IIdefl Ud
Plates Increase 1.15 Te 0.36 Vert(LL) -0.10 7-9 >999 240
Lumber Increase 1.15 Be 0.41 Vert(TL) -0.33 7,S >619 180
Rep Stress lncr NO we 0.52 Horz(TL) 0.07 7 nla nla
Code IRC2006rrPl2002 (Matrix)
PLATES
MTZO
MT20H
GRIP
220/195
165/146
Weight: 172 lb
LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X 4 OF No.1&Btr G
2 X 4 OF No.1&Btr G
2 X 4 OF Std G *Except.
10-142 X 6 OF No.2 G, 14-152 X 6 OF No.2 G, 15-16 2 X 6 OF No.2 G
2X40FStdG
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 5-10-2 oc purlins.
Rigid ceiiing directly applied or 6-0-0 oc bracing, Except:
10-0-0 ocbracing: 7-9.
OTHERS
REACTIONS (lb/siZe) 2=4/8_11_8,10"62718-11-8,7'607/0-5-8,13'6818.11-8, 12.4816,11-8, 11.118-11,8
Max Horz 2=270(LC 4)
Max Uplift2::::..243(LC 10), 10::::..362(LC 5), 7::::..269(LC 6), 13::::..3(LC 4)
Max GralJ 2=191{LC 9), 10=1627(LC 1), 7=6Q7(LC 1); 13=84(LC 2), 12=107(LC 2), ~ 1=9(LC 2)
FORCES' (Ib) _ Maximum Compression/Maximum Tension
TOP CHORD 1.2.0/43, 2_3~91621, 3--4_741763, 4-S:.4821193, 5-6_714/141, "7~11451294, 7-8.0141
BOT CHORD 2_13_5171182,12-13.-5171182, 11,'2_5171182, 1Q.11~S171182, !>-1O~7131316, 7_9~1251973
WEBS 3-10::::..292/233, 4-10=-1111/?71, 4-9::::..9711058, 5-9=0/360", 6-9=-430/355
NOTES
1) Unbalanced roof i;,e load' h3'e been cen,idered 101 th;, de,;gn, . '
2) Wind, ASeE 7.05; 11amph; h.25ft; TeaL.4,2p,f; BeOL'6M,f; ea1ego..,II; Exp 8; encloaed;MWl'RS gable end zone; cenUle,er left and
nght e'po,ed ; end ,ert;calleft and nght e,po,ed; Lumber DOL",aa pla1e gnp DOL",aa, .
3) Tru" de,;gned for wind load,;n the plane of the 1!U" only, For ",ud' e,po,ed 10 w;nd (nonnal\o 1he face), ,ee S1anda'" InMt.., Gable
End Detail'" appliceble, or cen'ull qualified bullding des;gner as per ANSIITPI1'2aa2, '
4) Th;a 1!U" h., been designed for a 10,0 p" bottom chaTd Ii,e load noncencunent with any oth..r Ii,e loads,
5) All plates are MT20 plates unless otherwise indicated.
6) All plates are 2x4 MT20 unless otherwise indicated.
7) Thi' 1!U" requile, plate inspect;on per the Tooth eoun\ Method when 1h" 1ru" is chosen forqualtty a"urance ;nspect;on,
8) Gable studs spaced at 2-0-0 oc.
9) A plate rating reduction of 20% has been applied for the green lumber members. .
, 10) Beanng a\ joint(s) 7 cens;delS parallel 10 grain ,.Iue u,ing ANSIMI 1 angle 10 grain fonnula Buitd;ng dea;gner should ,erity cepac!\y 01
bearing surtace,
11) mi, 1ru" i' de,igned ;n accordance with 1he 2006 Infernational Residen"al Code section' R5a2,11,1 and R8a2,1a,2 and relelenced
standard ANSlfTPI1.
LOAD eASElS) Standard
EXPIRATION DATE: 06/2
Ap'
A wARmNG, ,_ ,..~n po~m'= on<< READ NOTES ON T>US AND "'CWOBo Mm<K REF"""""" MGE ,,",7473 aEP<lRE aaE,
De;go ,al;d 'cr co. 1'0' wilh MIT.k oooo",lan, Th' de;go' ba''''' ao' apao p~ome"n ,ho~, ood;' I~ 00 'o,;"'aal balt"og comp"oeol.
APO'''''b'''' al d~;gn parom,o'en aod ",apOl'O"""arollao 1'1 compaoeo" ,~pa~'blt" .1 ba'"'o, de;goOl - oa' lruo ''''gOOl, "oo;og ma~
;, I.cr 11'1011'1 ,appM 1'1 ;"",",aal_b memben 00", Addll;aoal tomp"'o, b,ao"g To ;~a" ,'abm, 'allog 000,,,,,,'''0' I.he "",'~'.'"" allh.
OI",laI, Addlli.ool p_oeo' b'Oo'" 1'1 'he o,ero' ,'ruo'a'" 'he ,,,poo;b'" 01 Ihe ba'ld'o, ''''go~. fcr geoelOl galdoo", "g""n,
tobriCa'bn qaal," ""0'''' "alage, "'''"'''', e"d"o 1'0' "'00"9, oa~all ^"S1~'" goo"" c."'a, D58-" .od 'Oil 'a'dlo, c.mp"'''1.
Salety lnlormatlon available from Tru5S Plate In~tilute. 5B3 o'Onolrio Drive. Madison, WI 53719.
Ill:
""...un>~~""""""
T7T7GreenbackLane, S1,Iile \
C~l1lsHl!iohts:CA. 95610
L
GABLE
1573BR-Nortllfork
R2B173066\
\'Ob \Tru"
1573BR GE26B
C/e8fspar1 Truss, Inc., In~mdence, OR 97351
Truss Type
Job Reference 0 lioni'1'
6.500 s Apr 22007 MiTek Industries. Inc. ThuApr O~ 09:51:36 200B Page 1
l?-n-n
2{\"I;\.-O
1>-<><>
:'~
,....
Scale" 1:54.3
\-.1...ul:
,....
13-0-0
4x4 :;::
7
700'" 6 v4
4~~
, ,-~-+--.--,
.'C:;;WX XX X > ~~7:"x:7xXXXXv'<._Y" X X X,;>~,-;::
3x4 = 27 26 25 24 23 .22
18-3-8
9
~1O
~,"
-~12
~L-,-,~
14
15~
.
21 20
3x6=
19
16
17
16
3x4=
16-0-0
_26-0.11_
, -
LOADING (psf)
TCLl 25.0
TCDL 7.0
BClL 0.0
BCDL 10.0
SPACING 2~O-O
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2006fTPI2002
CSI
TC 0.16
BC 0.06
we 0.15
(Matrix)
DEFL
Vert(ll)
veit(TL)
Horz(Tl)
In
_0,01
-0.00
0,01
(loc)
15
15
14
IIdefl
nlr
nlr
nla
lJd
120
120
nla
PLATES
MT20
GRIP
220/195
Weight: 14610
LUMBER
TOP CHORD
BOT CHORD
OTHERS
2 X 4 OF No.1&Btr G
2 X 4 OF No.1&Btr G
2X4DFStdG
BRACING
TOP CHORD
BOT CHORD
struCtural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 2:228/26_0-0,22:148/26--0-0, 23:167/26-G-O, 24:167f20-0-:0, 25=172126--0-0, 26=151f26--0-O, 27=220/26-0-0,
. 20=167f26--0-0, 19=167/26.0-0, 18=172126-0-0, 17=151f26--0-0, 16==220f26-0-0, 14=228/26--0-0
Max Harz 2=-269(LC 3)
Max Uplift2=-73(LC 3), 23==-71(LC 5), 24=-88(LC 5), 25=-81(LC 5), 26=-85(LC 5), 27=-84(LC 5), 20=-68(LC 6), 19=-89(LC 6),
1B=-81{lC 6), 17=-85(LC 6), 16=-84(lC 6), 14=.83(LC 6)
Max Grav2=228(LC 1), n=171(LC 6), 23=173(lC9J. 24=167(lC 1), 25=172(LC 9), 26=151(LC 1), 27::221(LC 9), 20==173(LC
10), 19=167(LC 1), 18=172(lC 10), 17=151{LC 1), 16==221(LC 10), 14=228(LC 1)
FORCES (Ib) _ Maximum Compression/Maximum Tension
TOP CHORD 1,2=0143,2-3=-2181171, 3-4-1621156, 4-5_1231154,5-6~811152, 6-7~531198, 7_8_531233, 8,9_531225, 9-1O~531170,
10-11=-53f105, 11_12:::-52/56,12-13:::-59/53. 13_14:::-115/67, 14-15=Of43 .
BOT CHORD 2~27=-4()/179, 26--27=-401179, 25-26=-401179, 24-25=-40/179, 23-24:::-40/179, 22_23=-40/179, 21-22=-40/179,
20_21=-40/179,19-20=-40/179,18--19=-40/179,17,18=-40/179, 16-17=-40/179, 14-16=-401179
WEBS 8-22-14710, 7_23~133195, 6-24-1281111, 5-25-1311107, 4_26~1161102, 3-27~165J127, 9-20_133/92, 1o-19~128I1l3,
11-18=-1311107, 12_17:::-116f102, 13-16:::-165f127
NOTES
1) Unbalanced roof live loads have been considered for this design. '
2) 'Mod' ASCE 7,05: 1l0mph: h.25ft: TCDL.4,2P": BCDL.6,Op,f: Category 11: Exp B: eoo,,,ed: MWFRS gable end zooe: ""Ue,er 'eft sod
right exposed: end vertical left and right exposed; lumber OOL==1.00 plate grip OOl=1.00.
3) TN" de,;goed for wiod load' in the plane of the tnJ" oO'Y, Fo' "ud' expo,ed to wind (oormal to the face), see St"dard Indu,try Gable
End Details as applicable, or consult qualified building designer as per ANSlfTPI1-2002.
4) This trusS has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 2x4 MT20 unless otherwise indicated. .
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Gable requires continuous bottom chord bearing. '
8) Gable studs spaced at 2-0-0 oc.
9) A plate rating reduction of 20% has been applied for the green lumber members. , :
10) Thi' tnJ" i, de"gned in accord"ce wrth the 2006 Intemationa' Re,~eolia' Code sectio", R502,11,1 and R802,10,2 aod refereoood
standard ANS\fTPI1.
LOAD eASElS) Standard
EXPIRATION DATE: 06130/0E
April 3,
"J
~,. ~ --
A WARNING. Verifl,l design paT'lllltC!ters llnd R&AD NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE MlI_7473 BEFORE USE.
Design valid for use only with MlTek connectors. 1his design is bosed only upon poromefers shown and is for on Individual building component.
Applicability 01 design poramenlers and proper incorporation ot component is responslb~lty ot building designer - not truss designer:Bracing shown
is for loteral !:Upport afindividual web members only. Additional temporary bracing 10 insure stobiiity dunng construcllon is the responsib~fljy of the
erector. Addit.onal pem;anent bracing of the overa<< strtJcture is the 'esponsibt~ty of the building designer. For general guidance regarding
lobrlcotion. quolity confrol. storage, delivery, erection and brocin\J. con!:Ull ANSI[Tl'l1 Quo.lIfy Criteria, V5&-89 and 8CSl111uUdlng Component
Salely lnformQllon avoikJble Irom1russ Plat~ Institute, 583 D'Onomo DrNe. Madison, WI 53719, .
Mii"
MiTek'
,..,..u"',.u,,,......
7m Greenb8ckLane, S<lile109
Ci!/"WIHeiohls,CA9SS10
IJOb
15738R
Clear5panTru~~1.!.(1C..
ITM'
GE42
Independence, OR 97351
'\TruSSTYpe
GABLE
\~~ IP"
I 15736R - NorthforK
1 Jl'lhRp.f"renr,..(oolionall
6.500 5 Apr 2 2007 MiTek Industries, Inc.
R28173067
Thu Apr 03 09:51:39 2008 Page 1
42_0_0
4:>.-7_0,
..<_",_n
?,..fl.rl
21-0-0
1_7_0
Scale:=1:n,2
1_1-0
21-0-0
5:<6=
600 r;2
13
.
~
~
6
12/~14
11~~' ~
3"''''9~r'. 'r16 ,17 3""~
76';,~ ~920
--------~21
'~
.. !.., ~:;"vh;:~'I~
3x6=
,~
": .:;.".--X'j:;/-;:
-1_1
)"-'~'y.YYXx-:.
" 'V
~
3 .
M 2. ,1
-'11.-0"" .... ..' -""7'Tiix"
o V 1)( )( x , ~ '" x x '-':
3:<6=
46
4'
44
43
42
41 40 39
36
37
36
35
34
33 32 31
30
29
2B
27
2B
LOADING (pst)
TelL 25.0
TCDl 7.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code ,IRC2006fTP12002
CSI
Te 0.19
Be O.OB
\NB 0,13
(Matrix)
3x6 =::
42_0_0
42-0-0
OEFL In (lcc) Udefl Ud PLATES GRIP
Vert(LL) -0.01 25 oJe 120 MT20 220/195
Vert(TL) -0.01 25 n'e 120
Horz(TL) 0.01 2' oJa oJa
Weight: 273 lb
3x6=
9-1-4
LUMBER
TOP CHORD
BOT CHORD
OTHERS
Structural wood sheathing directly applied or 6-0-0 oc purlins,
Rigid ceiling directly applied or 10-0-0 oc bracing.
T-Brace: 2 X 4 OF Std G - 13.36, 12~37, 11-38, 14-35,
, 15-34
iFasten T and I braces to narrow edge of web with 10d Common wire
nails, 9in o.c.,with 4in minimum end distance.
Brace must cover 90% of web length.
REACTIONS (Iblsize) 2=245/42_0-0,38=160142-0-0,37=165/42-0-0, 38=169/42-0-0, 39=168/42-0-0, 41=168/42-0-0, 42=168/42-0-0,
43=167/42_0-0,44=171142-0-0,45=155/42-0-0, 46=208(42_0_0,35=165/42-0-0,34=169/42-0-0,33=168/42-0-0,
31=168/42-0-0, 30=168f42-O-0, 29=167/42-0-0, 28=171/42-0-0, 27=155(42-0-0, 26=208/42-0-0, 24=245f42-0-0
Max Harz 2=-177(LC 6) .
Max Uplift2=-70(LC 3), 37=-57(LC5), 38=-81(LC 5), 39=-74(LC 5), 41=-75(LC 5), 42=-74(LC 5); 43=-75(LC 5). 44=-72(LC 5),
45=-82(LC 5), 46=-61(LC 5), 35=-52(LC 6), 34=-83(LC 6), 33=-73{LC 6), 31=-75(LC 6), 30=-74(LC 6). 29=-75(LC 6),
28=-72(LC 6), 27=-82(LC 6), 26=-60(LC 6), 24=-90(LC 6)
Max Grav 2=245(LC 1), 36=231 (LC 6), 37=171(LC 9), 38=169(LC 1), 39=168{LC 9), 41=168(LC 9), 42=168(LC 1), 43=167(LC
9), 44=17,1(LC 1), 45=155(LC 9), 46=208{LC 9), 35=171(LC 10), 34=169(LC 1), 33=168(LC 10), 31=168(LC 10).
30=168(LC 1), 29=167{LC 10), 28=171(LC 1), 27=155(LC 10), 26=208(LC 10), 24=245(LC 1)
2 X 4 OF No.1&Btr G
2 X 4 OF NO.1&Btr G
2 X 4 OF Std G *Except*
13~36 2 X 4 OF No.1&BtrG
BRACING
TOP CHORD
. BOT CHORD
WEBS
FORCES (Ib) _ MaxImum compressionlMaximum Tension
TOP CHORD 1-2=0/44, 2-3=-219/63, 3-4=-158/76, 4_5=-107193, 5-6=-68/129, 6-7=-421162, 7-8=-29f165, 8-9:00-42/201, 9-10=-42/237.
10-11=-42/272.11_12=-43/311,12-13=-41/337,13-14-=-41/330, 14-15=-43l288, 15-16=-421233, 16-17=-421182,
17-18=-42/131, 18_19=-3/90, 19-20=-42/86. 2()...21 =-42154, 21-22=-41/30, 22.23=.82117, 23-24=-143/32, 24-25=0/44
BOT CHORD 2-46=Of214, 45-46=0/214, 44-45=0/214, 43-44-=0/214, 42-43=0/214, 41-42=0/214, 40-41=Of214, 39-40=01214, 3a.39=O/214,
37-38=Of214, 36-37=0/214, 35-36=0/214, 34-35=0/214, 33-34=0/214, 32-33=0/214, 31-32=0/214, 30-31 =0/214, 29.30=Of214
,28_29=0/214,27-28=0/214,26-27=0/214,24-26=0/214
\^JEBS 13-36=-20710, 12-37=-131/81, 11_38=-129/105, 10-39=-128/98, 9-41=-128/99, 8-42=-128/98, 6-43=-128/98, 5-44=-130/99,
4-45=-118/96, 3-46=-160f111, 14-35=-131176.15-34=-129/107, 16-33=-128/97, 17_31=-128/99, 18-30=-128/98,
20.29=-128/98,21_28=-130/99,22-27=-118/96,23-26=-160/110
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wlnd: ASCE 7-05; 110mph; h=25ft: TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MVVfRS gable end zone; cantilever left and
right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. '
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 AN$lrTPI 1-2002. '
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads;
5) AU plates are 2x4 MT20 unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method 'when this truss is chosen for quality assurance inspection.
C6~~lgJ'6cnut5~ec2ntinuous bottom chord, bearing.
EXPIRATION DATE: 06/30/08 J
April 3,2008
..
......,"~--,4tI!Z...M. ,.', --- -lII:lI '.'"
A WARNING _ VnVY dt:tt.jgnparamiten and READ NOTES ON THIS AND INCLUDED MITER" REFERENCE PAGE lIfD.7473 BEFOR!: USE.
Design valid for use only I'Jith MiTek connectors. This design Is based only upon poromefers shown. end Is lor on Individu~l building component.
Appllcabmty of design poramenters ond properincorpora~on of component is responsibility of building designer- nol INSS designer, Bracing shown
is for loterol suppor! of individuol web members only. Additlonol temporary broclng to insure stobmty during construction is the responslbUflty of the
erectOl". Additional permonent brocing 01 the overali structure Is the responslbmty of the building designer. For general guidonce regarding
fobricotion, quolity contr'll storage. delivery. erection and bracing. consult ANSI/TPII Quality Crlleflo. DS8-89 and BCSll Building Component
Solely InlOlmollon available from Truss Plote Institute, 583 D'Onofrio Dnve. Modison. WI 53719,
..'
MiTek'
"'..uoan""'''.....
n77GreenllackLane,Suile109
C~rus Heinltts CA 9!'A1Q
IJOb \Tru"
15738R GE42
Clearspan Truss, Inc., Independence, OR 973~1
Truss Type
Qty
Ply
15738R - Northfork I
R261,730.67
Job Reference 0 lional'
6.500 s Apr 22007 MITek Industries,;lnc. Thu Apr O~ 09:51:39 2008 Page 2
GABLE
NOTES
8) Gable studs spaced at 2,,0-0 ec.
9) A plate rating reduction of 20% has been applied fOf the green lumber members.
10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTP11.
11) warning: Additional permanent and stability bracing for truss system (not part of this component de'sign) is always required.
LOAD CASE(S) Standard
.
,_ _ ~::;,::::.::F::.-,~::~ Ift'l!
A WARNING. V..rif!I design pdrameUo'S and REiID NOTl!:S ON TID'S AND L1VCLVDJW MITEK REFERENCE PAGE MIl.7473 BEFORE US8.
Design velid lor U~, only with Mirek connectors. ThiS design is based only upon parameters shown, and is for an Indhrldual building component.
Applicability of deSign poromenlers and properincorporotion of component ~ responsibility of building de~gner - not truss designer. Brocing shown
is for loleroi support of indivlduoi web members only. Additional temporary bracmg to insure stability during construction is the responsibillily 01 the
erector. AddiHonal permanent bracing of the overall structure is the responsibility 01 the building designer, For general guidance regarding
tabncation. quality control. storage. delivery, erection and bracin~. consult ANSI!TPII QuaDly CrIteria, OSB-89 and BCSIl BuDdIng Component
Safety Information available from Truss Plate Institute. S83 D'Onofrio Drive. Madison, WI 53719. .'
"'~....
lid..
MiTek'
;;a.,~..n>""""'''''''
7777 Greenback Lane, Suile 109
C~rus Heint'\ls CA 95610
I~~
I 15738R - Northfol1<
, ,
.IDbRAfere.,cel~tinn::l1\
:r,500 s Apr 2 2007 ~~Tt Industries, Inc.
R281730681
ThuApr0309:51:4D2008 Page 1
11.R-O
3-9-0
DEFL in (lac) IIdefl Ud PLATES GRIP
Vert(LL) 0.05 '-7 >999 240 MT20 220/195
Vert(TL) -0.13 '-7 >999 180
Horz(Tl) 0.01 6 nJa nJa
IJOO IT"'''
15738R LB11
Clearspan Truss, Inc., IndependenCe, OR 97351
IT"'''Type
MONO muss
Piy
9-1-4
7_11_1\
11_~1'1
7.11-0
3-~O
6.00112
3x6-::-
"
,
.t.~ ~ I
i
3xll-::- 7 6'
9-1-4 3><6 4xS9:1:-4
7_11_1\
7-11--0
Pll'ltp. Offsefs IX y\. r1'O.'.fl 0-1.81
LOADING (pst)
TelL 25.0
TeDl 7.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2006fTPI2002
CSi
TC 0.49
Be 0.44
INB 0.60
(Matrtx)
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
2x411
4
Scale = 1:37.6
Ei
Weight: 62 Ib
2 X 4 OF NO.1&Btr G
2 X 6 OF' NO.2 G
2X 4 DF Std G
BOT CHORD
Structural wood sheathing djrec1ly applied or 5-9-10 DC purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
"
REACTIONS (Ib/size) 1=718fO-5-8,6=1057/0-1-8
Max Horz 1=272(LC 4)
Max Uplift1=-184(LC 5), 6=-357(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1097/261, 2-3=-8216~, 3-4=-9/0; 3-6=-55145
BOT CHORD 1-7=-2621879,6-7=-2621879,5-6=0/0
WEBS 2-7=-235/1015,2-6=-1332/504
NOTES
1) \Nind: ASCE 7-05; 110mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; M\^JFRS gable end zone; cantilever left and
right exposed: end vertical left and right exposed; Lumber OOL=1.00 plate grip DOL=1.00.
2} This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wfth any other live loads.
3) This truss requlres plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4) A plate rating reduction of 20% has been applied for the green lumber members.
5) Provide mechanical connection (by others) of truss to bearing:plate atjoint(s) 6.
6) This truss is designed in accordance wfth the 2006 International Residential Code sections R502.11.1 and R80i 10.2,and referenced
standardANSlfTPI1,
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8151b down and 250 lb up at 7-11-0
on l?ottorn chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face'of the truss are noted as front (F) or back (B).
LOAD eASElS) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pit)
Vert 1-3=-64, 3-4=-64, 1-5=-20
Concentrated Loads (Ib)
Vert: 7=-815(F)
A WARNlNG. Verify dulgn pararno:k... and READ NOTES ON THIS AND INCLUDElJ MlTEl(' REnRENCE PAGE MIr.7473 BEFORE USE.
De.ign valid far use only with Mirek connectoo, This design is bO~ed only upon porometers shown. ond is for an individual building component.
~PP~cobmty or design paramenlers and proper inc,?lporofion of component 1; responslbil!ly of bui)dm[J designer - not lruss de~ig.,er. Bracing shown
, I~ rorioterOi support of individual web members only. Addifionoi temporory bracing 10 insure ~tabmfy during construclion i< fhe rl'!sponslb,cr<<ty of the
erector. Additionol permonenf bracing of the overa~ strucfure i~ the responsibiflfy or the buildmg designer. for generol guidonce regarding
fobricatlol"1. qualify controi. storage, delivery. erecflon and bracing. consult ANSI{TPll Quality CrIteria DSB-89 and BOil BuDding Component
Safety Infonnallon available from Truss Plote insfifute. 583 D'Onofrio Drive. Modi~on, Wi 537\9.' ,
EXPIRATION DATE: 06/30/08 I
April 3,2008
Mil"
MiTek'
...,...u.",~""""....
7m Gl'lfflObaekLane. Suile 109>
C~rus Heirhts, CA. 95610
:::38R I::;'
Clearspan Truss, Inc., Independence, OR 97351
\TrussType
SPECIAL
\~~ \PIY
\ 15738R-NorthfOrK
1 .InhR..f"Hlnf'A{<'ln!inn::ll}
6.~O 5 ApT 2 2oqzl~rrek Industries, inc.
R28173069\
Thu Apr 03 09:51:40 2008 Page.1
9-1~
3-9-2
3-9-2
7-~n-l4
0-2-0
3x8=
.5
Scala = 1:26.5
01~
M-O
2X'
12
:\..11_7
,~
3x4 =
3
.
,
.
Off
M-O
:\..11-1
3_9_2
U
a3x4= ~
2x49-i'.-4
7-8-4 7-~Df
3-9-2 0-2"0
DEFL in (loc) IIdefl Ud PLATES GRIP
Vert{lL) -0.02 8-. >999 240 MT20 220/195
Vert(TL) -0,04 8-. >999 180
Horz(TL) 0.00 7 nla nla
Weight 51 Ib
3xS=
109
9-1~
LOADING (pst)
TelL 25.0
TCDL 7.0
BeLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1,15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC200errP12002
CSI
Te 0.41
Be 0.35
we 0.30
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WEBS
BRACING
TOP CHORD
2 X 4 DF No.1&8tr G
2 X 4 DF NO.1&Btr G
2X4DFStdG
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 QC pul1ins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 9==811/Mechanical,7==811/0-5-8
Max Horz 9==-172(LC 3) .
Max Uplift9==-302{LC 3), 7==-302(LC 4)
FORCES (Ib) _ Maximum Compression/Maximum Tension
TOP CHORD 2_9==-111/71, 1-2==0/0, 2_3==-37/48, 3-4=-4131173, 4-5=0/0, 4-7==-566/257
BOT CHORD 9-10==0/0,8-9==-207/413.7-8==-37148,6.7==010
WEBS 3-9==-6151252,3-8==-30/174,4-8==-252/615
NOTES
1) Wind: ASCE 7-05; 110mph; h==25ft; TCDL:::4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and
light exposed; end vertical left and right exposed; Lumber DOl=1.00 plate grip DOL==1.00. .
2) Provide adequate drainage to prevent water ponding,
3) This trUss has been designed for a 10.0 psf bOttom chord live load nonconcurrent wtth any other live loads.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) A plate rating reduction of 20% has been applied for the green lumber members. '
6) Refer to girder(s) for truss to truss connections.
7) This truss is designed in accordance.with the 2006 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced'
standard ANSlfTPI1.
B) Girder carries tie-in span(s): 8-0-0 from 0-0-0 to 7~10-4
9) In 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 Increase=1.15, Plate Inci"ease==1.15
Unifonn Loads (p1f)
Vert: 1-2"':'64, 2-4=-64, 4-5==-64, 6-10==-143{F==-123)
EXPIRATION DATE: 06/30/08 !
April 3,2008
_II"" ...,...__.."."..,..,,"'w_'_
A. 'NARNlNG- v~ ~e$lgn par-a.....ters and JU:AD NOTgs ON THJS AND INCLUD~ ;"~'~~~AGE 1IllJ.7473 BEFORE USE.
Des1Qn valid for use on~ with Mirek connectors. This design is based on~ upOn parometers shown. and Is for on individual buik:ling component.
Appl\cabmty of design paromenters and properincOfPOrO~on of componen1 is responsibility 0' building designer - not trussdesigner. Bracing shown
, is tor kJteral support of individual web members on~., Addillonal temporal)' ~cing to in~re stobmty during construction is the responsibnnty of the
6fector. Additional permanent bracing of lhe overoU structure is the respansiblfity of the building designer, for general guidance regarding
. fabrication. quality controL storage, delivery, erection and bracing. cqnsu~ .ANSI/Tl'll QuoUly Crilefia. DS8-8'1 and 8011 Bundlng Component
Safety Intormatlon available from Truss Plate Institute, 5B3 D'Onofrio Dfll/e. MadISOn. WI 53719.
- '~
dl"
MiTek'
"'....~~n>,.u"',.,,-
T777GreenbSd<;lllne.SUilel09
C~ru~ HelllhtS CA 9561Q
IJOb IT"'''
1573BR M14
Clearspan Truss, Inc.. Independence, OR 97351
ITrtlSSTYpe
MONO TRUSS
9-'~
LJY
1 15738R _Northl0",
, Job R..fAfAnD" (!'n!;nn::lll
6.500 s Apr 2 20~?1~iTek Industries,
R281730701
lne Thu Apr 03 09:51:41 2008 Page 1
,-4-,
,
7-11'10
1 "-7-fl.
7_7-6,
''4"''
0-2-0
4x611
5
Scale = 1:58.6
,_1~'
7_11_Hl
~
7,00 l12
3x6 'l
,
,
,
7-11-10
; C -I
, 76
2.><, II 4.&H
1"-7_0 '''It''
7-7-;6 Q-2.Q
DEFL in (Ioc) Vdefl Ud PLATES GRIP
Vert(LL) 0.07 HI >999' 240 MT20 220/195
Vert(TL) -0.22 2~8 :>835 180
Horz(TL) 0.02 7 nla nJa
~1
2
~,--.-J
3x10=
9-1~
7_11_1n
PI;:!I!'! Off~ets IK,YL _ J2:_(I::-1_0:2:~.:)~1---,,_
LOADING (pst)
TeLL 25.0
TCDL 7.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress lncr YES
Code lRC2006fTPI2002
CSI
Te 0.45
Be 0.37
we 0.26
(Matrix)
Weight 79 Ib
LUMBER
TOP CHORD
BOT CHORD
WEBS
2X4DFNo.1&BtrG
2X4DFNo.1&BtrG
2 X 4 DF Std G .Except.
4--7 2X4 DF No.1&BtrG
BRACING
TOP CHORD
BOT CHORD
WE8S
Structural wood sheathing directly applied or 6..().0 oc purl ins, except
end verticals.
Rigid ceiling directly applied or 1~0 oc bracing.
1 Row at midpt 4-7,5-7
REACTIONS (\blsize) 7"'660/Mechanical, 2"'746/0-5-8
Max Horz 2=430(LC 4)
Max Uplift7=-261(lC 5), 2=-226{lC 5)
FORCES (Ib). Maximum CompressionlMaximum Tension
TOP CHORD 1.2"'0/44,2_3=-837/122,3-4=-170/151,4-5=-1010,4-7=-214/136
BOT CHORD 2_8=-200{619, 7-8=-200/619, 6-7"'OfO
. VVEBS 5-8"'01350,5-7=-703/346
NOTES
1) \fIIind: ASCE 7.05; 110mph; h"'25ft; TCDl"'4.2psf: BCDL"'6.0psf; Category 11: Exp B; enclosed: MVVFRS gable end zrine; cantilever left and
right exposed; end vertical left and right exposed; lumber DOL"'1.00 plate grip DOl"'1.QQ,
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads..
3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4) A plate rating reduction of 20% has been applied for the green lumber members.
5) Refer to girder(s) for truss to truss connections.
6) This truss is designed in accordance with the 2006 Intemational Residential Code sections R502,11.1 and'R802.1 0.2 and referenced
standard ANSlfTPI1.
LOAD eASElS) Standard
EXPIRATION DATE: 06130108 I
April 3,2008
--
. -
A WARNING. Ve..-vy design para.meteno and READ NOTES ON TmS AND INCLUDED MlTEK RUERENCE PAGE MIl-7473 aEroBE USE.
Design valid for use only with Mllek connectors. This de!iign is based only upon parameters shewn. end is lor an Individual building component
Appllcobiuty of de!iign paramentel> and proper incorporation of component is responslbffity of building designer- not truss designer. Bracing shown
is lor lateroi support of individual web members only. Addilional temporary bracing 10 Insure s1abiity during construction Is the responslb~lity of Ihe
erector. Additional permanent brocing of the overall s\nJcture is Ihe responsibmty of the building designer. For general guidance regarding
~~~9~1;rTn~?~i~ g~~I;g~~c;g.$.~'~s~I~~~ 1~~~f~~~Z83dD~b'~,~r~ g~D;~I~odi~oNn~l~r2,91~~PIy Crfferla, DSB-89 and BOll BuDding Camponenl
mi'
MiTek'
..,,,,u.,,,n~">""'-
nn Oreenb"ck Lane, sulte 109
C~rus Hllinhls CA 95610
I::"R I:~"
Clearspan Truss, Inc., Independence, OR 97~_1~
ITrussType
MONO TRUSS
~~ IP"
I 15738R - NorthforK
JnhRAferon""'lnl"lnn",l.
,,6.5005 Apr 2 2007 MiTEI~tlttries, Ine
R281'30"1
Thu AprQ3 09:51:41 2008 Page 1
~1-4
7_11W
7-11i-4
l1_R.n
3-9.12
I~,
Scale=1:33,9
6.00112
2>'
d;
.
7_10-4
'8,1
5 .
bt_1-4 14-10.11
11_~n
3-Ef..12
DEFL ;n (loc) Udefl Ud PLATES GRIP
Vert(LL) -0.13 1-5 >662 240 MT20 2201195
Vert(TL) -0,40 1~5 >221 160
Horz(TL) -0.00 3 n/a n/'
Weight: 34 Ib
~~
3x4=
~1-4
".1rl-<\
LOADING (pst)
TelL 25.0
TCDL 7.0
BelL 0.0
BCDl 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Iocr YES
Code IRC20Q6fTP120Q2
CS'
Te 0.54
Be 0.42
WB 0.00
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
'MOBS
2 X 4 DF NO.1&Btr G
2X4DFNo.1&BtrG
2X4DFStdG
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 6-0-0 DC purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing,
REACTIONS (Ib/size) 1=263/0-5-8, 3=51/Mechanical, 5=566/Mechanlcal
Max Horz 1 =236(LC 4)
Max Uplift3=-38(LC 5), 5=-311(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-185/128,2-3=-93/11,2-5=-487/359
BOT CHORD 1-5=-36/46,4-5=OfO
NOTES
1) Wind: ASCE 7-05; 110mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MIJI./FRS gable end zone; cantilever left and
right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL;1.00.
2) This truss has been designed for a 10.0 psf bottom chord live load'nonconcurrent witli any other live loads.
3) This truss requires plate inspection perthe Tooth Count Method when this truss is chosen for quality assurance',inspection.
4) A plate rating reduction of 20% has been applied for the green lumber members. '
5) Refer to girder(s) for truss to truss connections.
6) Refer to girder(s) for truss to truss connections. .
7) This truss is designed'in accordance with the 2006 International Residential Code sections R502.11.1 and R802.1 0.2 and referenced
standardANSlfTPI'1,
LOAD CASE(S) S1andard
EXPIRATION DATE: 06/30/08 ,I
April 3,2008
," "'" '''..,-,.'''"'."'----Ji'.'J:;~',::_..:::.-'.:''.'T'::_:::7~-U;.:::~M
A wARNING - Verify dulgn parameters and READ NOTES ON THIS AND INCi.uDJID MlTEK RlY'ERENCE PAGE MU.7473 BEFORE USE.
Design valid for use only 'With Mirek connectors. Thl:; design is based only upon pa/Ometers shown. and is for anindividuol buiiding component.
AppllCObmty of design paromenters and proper incorporation of component l:; responslbmty of buTIding deSigner - not truss designer. Bracing shown
l:; fOf lateral support 01 indMdual web members onty. Additional temp,orary bracing to insure stabmty during construction IS the responsibillity ot the
erector, Addlhonal permanent brocing of the overcV ltru<:;ture is the, respomibmty of the building designer, For general guidance regarding
fabrication, quality controi, storage. delivery, eredion and bracTng. consult ANSI/lPI1 Quallly Crtlerta, DS8-89 and BOil 8ulldlng Camponenl
Salety Inlofm,?'lan available from Tr;oSI Plote Institute. 583 D'Onofno Drive. Madison. WI 53719.
mi"
MiTek'
,
7TT7 Greenback Lane. Su~e109
C~rusH"i(nl$ CA 015610
>
IJOb
15738R
ClearspanTruss.1nc.,
ITCU"
626
\~Taendence, OR 97351
ITCU" Type
CATHEDRAL
I~~ IPIY
\ 15738R-Nonhfcr1<
1 ,lnhR..-fF!rence{nnlinn'1l1
6.500 5 Apr 22007 MiTek Industries,
R28173072]
Inc. ThUtf~03 09:51:42 2008 PagEl 1
,.1~
Fl..<l-O
,~"'"
6-3-0
1<1..1:-'
"-r;..I1-0
,27..4.81
,~~
1+6
6-9-0
6-3-,
6-8-14
4x8=
Scale = 1:54.7
4
7.00 [12
3)(6':-
4x8'l
':!
,
10
5x8 =
9-1-4
4.00 G2
~
6 "
'. .~~ I~
.
9 . 3x8=
5:<9::::- "'"
9-1~
1(;..:\" ,~o
6-2-10 s.a.14
DEFL 10 (lac) Udefi Ud PLATES GRIP
Vert(LL) -0.21 g.:.10 >999 240 MT20 220/195
Vert(TL) -0.51 9-10 >595 180
Horz(TL) 0.32 6 nla nla
fLCI..tl
n..n-A
6-9,,0
Plate Clff!';els (X V), ["0.1_70_0-31 r6'O-R.' 0-0-71
6-3-.
LOADING (pst)
TelL 25.0
TCDL 7.0
BelL 0.0
SeOL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2006/TP12Q02
CSI
Te OA8
Be 0.59
\NB 0.89
(Matrix)
Weight 120 Ib
LUMBER
TOP CHORD
BOT CHORD
WEBS
2 X 4 DF NO.1&Btr G
2X4DFNo.1&8trG
2X4DFStdG
BRACING
TOP CHORD
BOT CHORD
WEBS
Structural wood sheathing directly applied or 3-1.10 oc purlins.
Rigid ceiling directly applied or 7-8-15 oc bracing,
1 Row at midpt 3-9
REACTIONS (lb/size) 2=11751O-5-8,6=1175/().5-8
Max Ho~ 2=-270(LC 3)
Max Uplifl2=-360(LC 5), 6=-360(LC 6)
FORCES (Ib) - Maximum CompressionlMaximum Tension
TOP CHORD 1-2=OJ41, 2-3=-3436/796, 3-4=-1168/353, 4-5=-1178f356, 5-6=-1701f390, 6--7=0/44
BOT CHORD 2-10=-710/3001,9--10=-710/2996,8-9=-208/1366,6-8=-208/1366
WEBS 3-10=-366/2011,3-9=-22521676,4-9=-143/674, 5-9=-548f271, 5-8=0/270
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 110mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWF"RS gable end zone; cantilever left and
right exposed; end vertical left and right exposed; Lumber DOL=1:00 plate grip DOL=1.00.
3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) A plate rating reduction of 20% has been applied for the green lumber members. ,.
6) Bearing atjoint{S) 2 considers parallel to grain value using ANSlfTPll angle to grain formula. Building designe'r should verify capacity of
bearing surface.
7) This truss Is designed in accordance with the 2006 International Residential Code sections R502.11,1 and R802.10.2 and referenced
standard ANSlfTPI1.
lOAD eASE(S) Standard
EX?I RATION DATE: 06/30/08 I
April 3,2008
_.~"
A WARNING - Verity design parameUrs and READ NOTES ON THIS AND 1NCLVDEDMlTEH REF.ERENCE PAGE MII_7473 BEFORE USE.
Design valid for use <:lnly with MiTek connectQl;. This de-5ign tS based only upon porametefS shown. and is for on individuol buildi~g c<:lmponent.
ApplicobiUty of design paromenters ond proper Incorparo~on af camponent is responslbmty of buiiding designer, naUruss designer. Brocing shawn
15 for laterolsuppart of individual web members anly. Addi~anoltemparory bracing to insure stability during canstruction is the responsibmity of the
erector. Additianal permanent brocing af the avera~ ~tructure is the respon$lbmty of the building designer. Far general guidance regarding
fobricatian. quality Control. storoge delivery. erection and bracing. cansult ANSlfTPIl Quality Criteria, 058-89 and 8CSl11luIJdlng Componenl
Safety Information evaiiable from Truss Plate Institute. 583 D'Qnafno Drive. Madison, WI 53719.
II'
"''''~~1'0,."..,.".....'
~
77T7GreenbacJc.lane.Suital0!l
CrtrusHeillhls.CA.!I5610
IJOb IT,""
15738R S26A
Clearspan Truss. l~~l,-!ndependence, OR 97351
ITrusSTYpe
CATHED~~
I:~ IP"
I 15738R ~'Nortt1fork
1 '
.Il'>hRE\f"ren~l,?nti<'ln;:J1:
6.5005 Apr 22007 MiTek Industries, Inc
0291730731
~_~~r0309:51:4320D8 Page 1
6-~0
6-3-0
6_3_2
?~n;ll
,
,..,,.
:77-4-llj
,...,
F\_Q-ll
1~o_n
1ll..:L?
SCale = 1:53.8
4x6:::::
3
:H
6
"
"
3x10-::;'
4.00[12"'
1
I, 5 "
~l~
,
3xe=
5x9;:::: "'. II 9_1-4
~'-4
"-<l-Cl
l:;..nJl
6-3..8
HI_:>"'? ?"-n_n
6-2-10 8-8-14
DEFL. in (Ioc) Udefl Ud PLATES GRIP
Vert(LL) -0.21 9 >999 240 MT20 220/195
Vert(Tl) -0.52 8-9 >593 180
Horz(TL) 0.33 5 nla n/a
6-~O
Plate Off~ets (X V), 11'0.1-7 ()..(I_:Jl r~'n_R_? 0-0-71
LOADING (psf)
TelL 25.0
TCDL 7.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1,15
Lumber Increase 1.15
Rep Stress lncr YES
Code IRC2006/TPI2002
CSI
Te 0.51
Be 0.63
WB 0.91
(Matrix)
Weight: 118lb
LUMBER
TOP CHORD
BOT CHORD
VVE~S
2X4DFNo.1&BlrG
2 X 4 OF NO.l&Btr G
2X 4 DF Sid G
BRACING
TOP CHORD
BOT CHORD
""BS
Structural wood sheathing directly applied or 3-0-11 oc 'pUrlins.
Rigid ceiling directly applied or 7-3-3 oc bracing.
1 Row at midpt 2-8
REACTIONS (Jblsize) 1:::107010-5--8,5:::1179/0-5-8
Max Horz 1=-282(LC 3)
Max Uplift 1:::..266(LC5), 5:::.361(LC 6)
FORCES (lb). Maximum Compression/Maximum Tension
TOP CHORD 1_2=-3482/846,2-3=-1175/355,3-4=-1183/362, 4-5=.1707f392, 5--6:::0/44
BOT CHORD 1_9:::..761/3048,8-9:::..759/3041,7-8:::..214/1371,5-7=-214/1371
'NEBS 2-9:.407f2049, 2-8:::..2296n24, 3-8:::..150/682, 4-8:::-548f272. 4-7:::0/270
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05: 110mph; h::25ft: TCDL=4.2psf: BCDL::6.0psf; Category n: Exp B; enclosed: M\NFRS gable end zone; cantilever left and
right exposed: end vertical left and light exposed; Lumb:er DOL:::1.00 plate grip DOL=1.00.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) A plate rating reduction of 20% has been applied for the green lumber members.
6) Bearing at joint(s) 1 considers parallel to grain value using ANSlfTPl1 angle to grain formula. Building designer should verify capacity of
bearing surface. ' .
7) This truss is designed in accordance with the 2006 Intemational Residential Code sections R502.11.1 and R80.2.1 0.2 and referenced
standard ANSlfTPI1.
LOAD eASElS) Standard
EXPIRATION DATE: 06130108 1
April 3,2008
.a. ,"""""", .._liiiil__. .!!lll!ll
A wARNING _ VerilY design panl1l11'ters and READ NOTES ON TlUS AND L1VCLUDED.Il1lTEK REFERENC.E PAGE MIJ.7473 BEFORE USE.
Design valid tor use only ".".;th M11ek connectors. This design is based only upon parometers sho.......,. ond is tor on individual building component.
Applk:abmty afdesign poromenters and proper tncarporo~on ot component ~ responsibiity of buik:ling designer - nat Irvss designer. Bradng shown
is for loteral support of individual web members only. Addl~anol temporary bractnQ to insure lIability during canllrvcHon is the responsibilrity of the
erector. Additional permanent bracing of the overall structure h the responsibiiity ot the buTIding designer, For general guidance regording
fabrication. quanty control, storage. delivery. eredion and brac!n9' consu~ .AHSI/TPII QU<:Ility Crilell<:l, OSB-89 <:Irod IICSl1 Bundlng Component
Salely IntOl'matlon avolloble tromTruss Plote Institute, 583 D'Onofrio DfJ\Ie. Madison. WI 53719.
Mii'
MiTek"
""'..~~",_..""......
7777 GreenbaaLilne, Sulle 109
C~rus Heinhls, CA 95610
\
IJOb ITN"
15738R S26B
Clearspan Tftj~~C:" Independence. OR 97351
ITruSSTYpe
SCISSOR
I:~ I PI'; /15738R - Northfork.
1 .InhRef!'mnC:F!(!?ntinl'1"lll
'6.500 5 Apr 22007 MITek Industries,
0281730741
Inc. Thu~:p-~09:51:442008 Page.1
11_<:1_11
13-0-0
1\L?_1I
,F.-Il-fl
,'7..4_11
6,9-8
6-'~
6-2-8
6-9-8
1-+8
4x10=
Scale = 1:50.6
3
7.00 f12
3x6~
3x6~
~
,
,
i;}
.
~~
, '
c-,..>
8
5xe=
~
9
2x411
4.00112
7
2><.
M
"
"
I~
18-3li10~
R_').!'
1:1...0..(1
'8-2-8
'1l...?J1 7""-0
6-'~ 6-9~
DEFL in (lac) IIdefi Ud PLATES GRIP
Vert(LL) -0.26 6 >999 240 MT20 220f195
Vert(TL) -0.65 7-8 >472 180
Hori(TL) 0.57 5 nla nla
6-9~
Plat!'! Offsets 'Y VI. r'l'O_1.7 ~~1 15.(}..1_7 n..n_~l
LOADING (pst)
TelL 25.0
TCDL 7.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rap Stress lncr YES
Code IRC200arrPl2002
CSI
Ie 0.51
Be 0.62
WB 0.88
(Matrix)
Weight: 107 Ib
LUMBER
TOP CHORD
BOT CHORD
WEBS
2X4DFNo.1&BtrG
2 X 4 OF NO.1&Btr G
2X4DFStdG
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 3-0-11 oc purlins.
Rigid ceiling directly applied or 7.2-13 oc bracing.
REACTIONS (Ib/size) 1=1070fO.s..a, 5=117910.5-8
Max Horz 1 =-283(LC 3)
Max Uplift 1=-266(LC 5), 5=-361 (LC 6)
FORCES (Ib) - Maximum CompressionlMaximum Tension
TOP CHORD 1-2=-3508f850, 2-3=-24841473, 3-4=-2483/496, 4-5....3474f635, 5-6=0/41
BOT CHORD 1.9=-764/3078,8-9=-76113072,7-8=-48113039, 5-7=-481f3042
VVEBS 2.9=0/267, 2-8=-9161499, 3-8=-28912000, 4~8=-8841480, 4-7=0/264
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 110mph;'h=25f1; TCDL=4.2psf; BCDL=6.0psf; Category 1I;,Exp B; enclosed; MVVFRS gable end zone; cantilever left and
right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. J
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance,lnspection.
5) A plate rating reduction of 20% has been applied for the green lumber members. .
6) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSlfTPI1 angle to grain fonnula. Building designer should verify capaCity
of bearing surface.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlfTPI1.
J
LOAD eASElS) Standard
I EXPIRATION DATE: 06/30/08 I
April 3,2008 '
Mii'
MiTek'
A wARNlNG. Verlfy design pa",,",,ters and R&tD NOTES ON THIS AND INCLUDED MITEK .REFERENCE PAGE MU-7473 ~RE USE.
Design valid lor use only \IlIIjh MIle\: connectors. This designis based only upon pOrometers 5hown. and is for on indiYidual building component.
Applicability of design paroment/!!rs and proper Incorporation of componenf is respomibllity of building designer - nol lnIu de-5igner. Bracing shown
Is for lateral support of individual web members on~. Additional tempOfOry bracing to Insure stabmty during construction is the responsib~lIty of the
erector. Additional.._." .~. .~'.. bracing of the overall structure is the re5Ponsibillty of the building designer. For general guidance regarding
fabrication. quality control. storage. delivery, erection and bracing. consult ANSlnPl1 Quanly Criteria. D5B-89 and BCSll Building Component
Safely InfOllT1allon available from Truss Plate Institute. 583 D'OnOfrIO Drive. Madison. WI 53719. I,
;;:o...w........,,,,,"...'
7771 Greenback Lane, Suite 109
CRrus Helr<hts. CA 95610
IJOb
15738R
Clearspa~f]ss,
ITru$
542
Inc., Independence, OR 97351
ITrtJSSTYpe
VAULTED
I~~ IPI;
/15738R-NcirthfOrk
1 JnhRefemnr."{<Jrllinn,ql)
6.5005 Apr 22007 MiTek Industries, Inc.
R2B17~075
Thu Apr 03 ~1~1:45 2008 Page 1
5-0_14
15-11_2
5-0-14
21.0.,/J
S-<l-14
'-"_0-4
31_?..ll
~1;-2.14
5-9-5
"="
~24
'-0.<
42-0-0
5-9-2
4-3--7-0.
1-7-0
$cale=1:78.a
"-'1_"
10-1n...t
,>>6
,
~
6.00 [12
,
3x4-::-
3x6'i
5x6~
17
7x10
~
:i
18
'3x4~
t
19
Bx14MT20H ~
3.00 f12
4x12-:=;'
15 14
3,4
13
~14
4x10 ::::
9-1-4
7_",-1r1
14..?1'1
?1.0.0
'll_n-p.
,'l~~.R :>.R..'_14
47_0-1'1
7-5-10
6-9_3
6-9-3
10-0..
0-2-0 5-0-6
~~2
PI;:!Ip. Off!';ets (X V), 19'0_3-00-3'-0] 111"Cl-O.6Fdael r13'O.3'-9 0-'.01 r1F;'l\.,c;..n ()..Hl
lOADING (psf)
TelL 25.0
TCDL 7.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
prates Increase 1.15
Lumber Increase 1,15
Rep Stress Inet YES
Code lRC2006fTPI2002
CSI
Te 0.61
Be 0.82
VVB 0.B8
(Matrix)
DEFL ;0 (Ioc) Udefi Ud PLATES GRIP
Vert(LL) -0.61 16-17 >823 240 MT20 2201195
Vert(TL) -1.7416:17 >286 180 MT20H 165/146
Horz(TL) .0.99 1 0/. 01.
Weight:211lb
WEBS
2X4DF No.1&BtrG
2 X 4 OF No.1 &Btr G *Except*
1-192X6DF S8 G
2 X 4 OF Std G *Except*
6-17 2 X 4 OF No.1&BtrG, 13-16 2 X4 OF No.1&BtrG
BRACING
TOP CHORD
BOT CHORD
Structural wood sheathing directly applied or 2-2-15 OC pUrlins.
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
6;-0-0 oc bracing: 6-16
10-0-0 oc bracing: 14-16
LUMBER
TOP CHORD
BOT CHORD
REACTIONS (Ib/size) 11:18SBJD-5-8.1:1744/0-5-8
Max Horz 11:..198(LC 6)
Max Uplift 11:..544(LC 6), 1::-441(LC 5)
FORCES (Ib). Maximum Compression/Maximum Tension
TOP CHORD 1_2:..6298/1545,2_3=-6004/1400,3-4:_5853/1402, 4--5=-495711084, 5-6:..3880/873, 6-7:-3882/859, 7-8:..5644/1478,
6-9:..5414/1364.9--10:-5554/1363, 10-11:..3364n91, 11-12:0/45
BOT CHORD 1-19=-1347f5695, 18-19=-985/5066, 17-18:..707/4296, 16-17:..909/4281, 14-16:0/102, 8-16:..342/235, 14--15:Q/0,
13-14:..40/53,11-13:-769/2906 '
VVEBS 2-19:..252/261, 4-19:-162f620, 4-18=-636/344, 5-18:..203/636, 5-17=-881/440, 6-17=-61213075': 7-17=-862/448,
7_16:..412/1232,13.16:..82513229,10-16:..401/1995,10-13:...1412/464
NOTES
1) Unbalanced roof live loads have been consideredfor1his design,
2) Wind: ASCE 7-05; 110mph; h=25ft; TCDL==4.2psf; BCDL=6.0psf; Category It; Exp B; enclosed; MVvFRS gable end zone; cantilever left and
right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL:1.00.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) All plates are MT20 pla1es unless otherwise indicated.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6) A plate rating reduction of 20% has been applied for the green lumber members. .
7) Bearing atjo\nt(s) 1 considers paralle,1 to grain value using ANSlfTPI1 angle to grain formula. Building designer should verify capacity of
bearing surface. t
8) This truss is designed in accordance with the 2006 International Residen1ial Code sections R502.11.1 and R802.1 0.2 and referenced
standard ANSlfTPI 1.
LOAD CASE(SJ Standard
EXPIRATION DATE: 06/3010S' ,I
April 3,200S
'""...-----:::;,.i..o.- ~ - _
. ~ WARNING - Verify design paramet.eTS and READ NOTES ON TillS AND Il'ICLl/DED /II'lTEK REFERENCE PAGE MJI.7473 BEFORE USE.
Design valid lor I.,ise only With MiTek conneclOiS., This design is based only upon parameters shown, and is ror an individual building component.
Applicabmty of design poromentef5 and proper incorporation 01 component Is responslbmty of buflding designer- not fTvss designer. &racing Ihown
is lor lateral support of individual 'Io'>'eb membef5 only. Additional temporary bracing to insure stability during conslruc~on is the'responsibmity of the
erector: Additional permanent bracing of \t1e overoU structure is the re,spansibmty of Ihe building designer. For I)eneral guidance regarding
fabrication. quality control. storoge. delivery. erection and bracing, consult ANSI/T1'11 Quallly CrflerlQ, DSa.89 and BOll Building Component
Solely In~matl~n available from Truss Plale Inslitute. 5B3 D'Onofrio Drive. Madison. WI 53719.
-.~
Nil'
Mirek'
;;""<<~","<<~TU~";:'
nnGreenbaek Lane. Surte 109
CrtrusHeil'h1s,CA,Q5810
IJOb IT"'''
15738R , S42A
Clearspa~.1~ss, Inc" Independence, OR 97351
ITrusSTYpe
VAULTED
I~.
Ply
I 15738R - NorthlorK
,~ .Ioh RF>fp.r..""p (Eplinn"lj
6.000 s Apr9~&007 Mirek Industries, Inc.
R28173076[
Thu Apr 03 09:51:46 2008 Page 1
5-0-14
15-11-2
5-0-14
71_0-0
,.....
5-0-<
J1-2.1l
~'4
1F..~_14
5-0-8
42-0-(1
~9-'
043-7_0,
-<"'Cl..~
5-9-5
10-10-4
S-O_14
5x6=
1-7-0
Scale = 1:76,6
"
"
~
6.00 [12
6
3x4-:/
3x6'l
5x7~
16
6x10
~
b
17
3x4~
t
18
7x10::;;
3.00r;2
7-5-10
6-9-,
6-9_3
"
14 13
'l;'iiO" 3x4=
31_O-B ,,:a:f 36-2_14 42-0_0
10-0-8 0-2-<l 4-f1.14 5-9-2
(}.J.6
4x8::;;
9-1,--4
7_-<"'1n
1.4_'_1'
'1..(}..(l
Plale Offsp.1~ IX V). fQ'O_3-8 0-3-01
LOADING (psf)
TelL 25.0
TCDL 7.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15'
Rep Stress Incr YES
Code IRC2006fTPI2002
CSI
Te 0.65
Be 0.99
'vVB 0.88
'(Matrix)
DEFL
Vert{LL)
Vert(TL)
Horz(TL)
in (Ioc)
-0.2417-18
-0.6215-16
-0.30 1
IIdefl
>999
>603
nJa
LId
240
180
nia
PLATES
MT20
GRIP
220f195
Weight:211lb
LUMBER
TOP CHORD
BOT CHORD
2X4DFNO.1&8trG
2 X 4 OF NO.1 &Btr G ~Except*
s..142X4 OF Std G, 1-182'X6DF 55 G
2X4DF5tdG
BRACING
TOP CHORD
BOT CHORD
WEBS
Structural wood sheathing directly applied or 3-1-15 oc purlins,
Rigid celling directly applied or &.0-0 oc bracing. Except
2.2-0 oc bracing: 14-15
6-O-Ooc bracing: 8-15
1~ow at midpt 7-15
WEBS
REACTIONS
(lb/size) 14=249310-5--8, 1=1117/0-5-8
Max Horz 14==-198(LC 6)
Max Uplift 14==-1033(lC 6), 1==-320(LC 5)
Max Grav 14=2493(lC 1), 1=1151(LC 9)
FORCES (Ib) ~ Maximum Compression/Maximum Tension
TOP CHORD 1-2==-3899/1054,2-3==-3557/900,3-4::::"3406/902, 4-5==-2456/573, 5-6==-1322/186, &.7==-12491202,"7-8==-1332/2282,
8-9==-1429/2343,9-10=-144712335, 1D-11=-501f781, 11-12=Of44
BOT CHORD 1-18=-899/3508, 17-18==-51712775, 1&.17==-133/1979, 15-16==-2631661, 14-15==-2465/1009, 8-15=-381f249, 13-14=-1471183,
11-13==-6191551
IfoJEBS 2-18==-297/277,4-18==-1721649, 4-17=-646f347, 5-17==-2121669, 5-16==-904f449; 6-16==-9/903, 7-16==-174/899,
7-15=-3116/1145,13-15==-634/417,10-15==-1421/977, 10-13==-283f445 '
NOTES
1) Unbalanced roof live loads have been considered for this design. II
2) Wind: ASCE 7-05; 110mph: h=25ft; TCDL=4.2psf; BCDL=6,Opsf; Category II; Exp B: enclosed: MVvFRS gable end zone: cantilever left and
right exposed: end verticallefl and right exposed; Lumber DOL=1.00 plate grip DOL=1.00.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) This truss requires plate inspec1ion per the Tooth Count Method when this truss is chosen for quality assurance' inspection.
5) A plate rating reduction of 20% has been applied for the green lumber members.
6)Bearing at joint(s) 1 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. .Building designer should verity capaclly of
bearing surface. ."
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlrrPI1.
LOAD CASE{S) Standard
EXPIRATION DATE: 06/30/08 'I
April 3,2008
'....
mi'
MiTek'
A WARNING. Verify design pQ.rameters Q.nd READ NOT.ES ON THIS AND lNCLVDED MITEK REFERENce: PAGE MIJ-7"73 B.EFORE us.&.
Design valid for use only with Milek connectors. This design Is based only upon parameters mown. and ls for on individual building component.
. Appllcabmty 01 design poramenters and proper incorporation of component Is responsibility of building designer. not truss designer. Bracing mown
is tor lateral support of indMdlJal web members only. Addilional temporary bracing 10 insure stabmty dunng construction is Ihe responslbimty of Ihe
erector. Addilional permanenl bracing of the overriU structure is the responsibility of Ihe building designer. Forgenerol guidance regarding
~~:;'~~1.,r;'m~?~I~ ~gi~61~~~~1~~I~~~ 1~~'t1TJ\~~ ~dD?g;,~~~ g~~~~adl~0N,,~IOX~91~~111y Crtterla, DSB,8' and BCSl1l1uDdlng Componenl
~..~..,.".-.."'.......
7mGreenbackLane. Suite 10S
C~ru5 Heiqhts. CA. 95610
IJOb
15738R
ClearspanTrlf-LJnc.,
IT.""
S4'B
Independence, CR 91::lb1
l'lruss Iype
SPECIAL
i:~
Ie", /15738R - Northfork
1 .JnhR!i!ferAnr'R{optinn"ll
6,500 s Apr ~~~7 MiTe..: Inaustrles, Inc.
I
R28173077 J
ThuApr0309:51:4720oe Page 1
Structural wood sheathing directly applied or 3-8-6 oc purlins.
Rig~d ceiling directly applied or 6-0-0 oc bracing. Except:
2-9--0 oc bracing: 15-16
6-0-0 DC bracing: 5-18, 9-16
1~ oc bracing: 18~20
1 Row a1 midpt 8-16
f=,-7..t1:
1-7.0
R..4_1?
11.Q.l?
1"-11_l?
,~'"
I
,
"..fl_/'!
~,~
~2"
6+12
5-5-0
4-2_0
5~
544
5x6==
6.00 f12
7
3xll-::::-
2)(411
3x5'l
,
1
'"
6){12
3,00 ri2
21
20 19
,9-1,-4
4x8 =:: 2:0:4 II
O':.A.-l'
11_ILl? 1L1ol..1?
?1_0.0
"',.,,~ '
6-4-12
....0
0-2-<>
......
10-0-61,
PlaiR Offl':p-IJ; (X Yl' r?'n.8~2 0-0-71 110'0-3_R 0-3-01 [18'0-6-80-3-;41 ['1'0-3-90-'_01
,
LOADING (pst)
TeLL 25.0-
TCDL 7.0
Bell 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Iller YES
Code IRC2006fTPI2002
CSI
TC 0.65
BC 0.91
VVB 0.89
(Matrix)
in (lo~)
-0.1817-18
-0.5917-18
0.21 15
DEFL
Vert(LL)
Vert(TL)
Horz(TL)
IIdef1
>999
>637
nla
LUMBER
TOP CHORD
BOT CHORD
2X4DFNo.1&BtrG
2 X 4 DF NO.1 &Btr G .Except.
5-202 X 4 DF Std G, 9-15 2 X 4 DF Sid G
2X4DFStdG
BRACING
TOP CHORD
BOT CHORD
WEBS
REACTIONS (Ib/size) 2=1241/0-5-8, 1~4
Max Horz 2=-177(LC 6) -
Max Uplift2=-423(LC 5), =-1031(LC 6}
Max Grav2=1274(LC 9), =~t)
FORCES (Ib). Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/45,2-3=-2077/529, 3-4=-29781793, 4-5==-2865/811, 5-6=-29781900, 6-7=-13381307, 7-8=-12661323, 8-9=--156612325,
9-10=--1659/2383, 10-11=-1677/237{ 11-12=-511/803, 12-13=0/44
BOT CHORD 2-21=-51011763,20-21=--15/19,19-20=0/0, 18-20=0/102,5-18=,288/200,17-18=-38011978,16--17=-259/984,
15-16=-2469/1011,9-16=-369/240,14-15=_71/0,12_14=-6361563
WEBS 3--21=-824/347, 1e.21=-564/19S9, 3-18=-121/825, 6-18=-39311130, 6-17=-8801449, 7-17=-116/920, 8-17=-1701906,
8-16=-316711152,14-16=-668/654,11-16=-144611177,11_14=-415/481
WEBS
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 110mph; h=25ft; TCDl=4.2psf; BCDl=6.0pSf; Category II; Exp B; enclosed; MVv'FRS gable end zone; cantilever left and
right exposed; end vertical left and right exposed; Lumber DOl=1.00 plate grip DOL=1.00,
3) This truss has been designed for a 10.0 psf bottom chord live ioad nonconcurrent with any other live loads.
4) This truss requires piate inspection per the Tooth Count Method when this truss is choseri for quality assurance insp~ction.
5) A plate rating reduction of 20% has been applied for the green lumber members,
6) This truss is designed in accordance with the 2006 International Residential Code sections RS02.11.1 and R802. fO.? and referenced
standai'd A!'JSlfTPI 1.
LOAD CASE(S) Standard
,FLn..?
"~-'l...~
"'","1..7-11.
4-9-10
5-11-14
1-7-0
S~e=l:n.B
5)(7':-
14
3x4 =:
'''''Ln.?
A?_n--"
0-2-0
O-Q.12
4-8-14
5-11,14
Ud
240
180
nfa
PLATES
MT20
GRIP
220/195
Weight 220 Ib
EXPIRATION DATE: 06130108 ;
April 3,2008
A WARNING - Ve-rlf'J de-sign pwurne-te-TS and R&4D NOTES ON TlilS AND INCLUDED MITER" REFP;/U!;NCE PAGE MII.7413 BEFORE USE.
Design valid far u~e only v,;rh M11ekconnectoo. This design I~ based only upo"n parameter:s shawn, and Is for- an individual building component.
Appiicobiflty of de~ign pammenters and proper Incorporation of component I~ responslbUity of building designer _ not truss designer. Bracing shown
' Is for lateral SUpport of IndMduOI"....eb members only. Additional temporary bracing to In~ure ~tablUty during con~tructjon is the re~porulbiiflty of the
'''!clor. Additional permanent bracing of the overall structure i~ the respOflSlbmty of the building designer. For general guidance regarding
'-:atlon. quofity control storage, deiivery. erection and brocin(;l. consult ANStfTl'1l Quanty Crlterla, OS8_89 and BCSIl Building ColllPonenf
''llormatlon available [rom Truss Piate Institute. 583 D'Onolno DriVe. Madison, WI 537)9.
Mil"
Mirek'
;;"'.."~",,,,,....,..--;;;:.
nn Greenback Lane, Suile 109
Citrus Heinhts CA 9561Q
ITru~
115958P M14A
Clearspan Truss, Inc., Independence, OR 97351
ITruss Type ~
ROOF TRUSS
I~~ IP"
I 159SSPI Northfork
,1.1nhRPfPrF!nN'!lnntinril'lll
6.500 S Apr 22007 MfTek Industries, Inc.
R28220897 .
'0'
9-,..(
9-,..(
'."'-,-';
7_10-ll
2-5-5
5-4-11
""
Thu Apr 10 08:22:40 2008 Page 1
scale'" 1:58.8
,
"'/A NON,HABITA6LE SPACE DESIGNED
3 ~ ~R LIMITED STORAGE ONLY
2""~ k ,""=
700r12
4x6'l
l
\
7 6
9.ll:rtJ II 4)(10
'_'\-"i
2-5-5
Pimp. ()ff"els (X Y'I' fS'0-7_R 0-1-Rl [6'0-7-40-2-01 r7'Q-7..,A l-1...Al
LOADING (pst)
TelL 25.0
TCDL 7.0
BelL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Ina NO
Gode IRC2003ITPI2002
CSI
Te 0.51
Be 0.23
V\IB 0.21
(Matrix)
LUMBER
TOP CHORD
BOT CHORD
WE8S
BRACING
TOp CHORD
BOT CHORD
WE8S
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
Rigid ceiling directly applied or 10-0-0 DC braclng.
1 Row at midpt 4-5
2X6DFSSG
2X6DFSSG
2X4DFStdG
REACTIONS (Iblsize) 7=389/MechanicaJ, 5=453/Mechanical
Max Horz 7;;251(LC 5)
Max Uplift5"'-264(LC 5)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1~2"'-133J16, 2-3=--89/4, 3-4"'-108/109; 5-8"'-172/127;-....8"'-171/126, 1-7"'-366/50
BOT CHORD 6-7"'-208/54, 5--6=-17/18
WEBS 3:-8"'-54/58,2-6"'-2261103, 1-6"'-99/407 '
NOTES
1) Wind: ASCE 7-05; 10Dmph; h=25ft; TCDL:.4.2psf; BCDL::6.0psf; Category II; Exp B; enclosed; M\lVFRS gable end zone; cantilever left
exposed; end verticallen expOSed; Lumber DOL;;1.00 plate grip DOL;;1.00. '
2) This truss has been designed for a 10.0 psf bottom chofd live lead nonconcurrent with any other live loads.
3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4) A plate rating reduction of 20% has been appliedJor the green lumber members.
~) Refer to girder(s) for truss to truss connections.
6) This truss is designed in .accordance with the 2003 International Re,sidential Code sections'R502.11.1 and R802.10.2 and referenced
standard ANSIfTPI1.
7) In the LOAD CASE(S) section, loads applied to the face of the trus~ are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Regular. Lumber Increase;;1.15, Plate Inaease=1.15
Uniform Loads (pit)
Vert: 6-7"'-20. 5-6=-60(F"'-40), 1-4:0.-64
';'--'" ....,-.....;"....u.....,_..,..,.. . ," , ... ,........ .,.... -.~;,' ".._.,::,..:_~'. ,::,~-.::.illl-. - :::;:; \~;,:r;;, _-::- _ _,. _ _ .~.'. ~ ,,,, ... '.,-.. ~_,.......,
-~.'-""
A WARNIl'lG - Verify d.",;gn p-anulIet..... lIn,d READ NOTES ON THIS AND IN~WDED MITEK RErtRENCE PAGE M11-7473 BEFORE USE.
Design varKl for use an~ with Ml1e\; co<:w~don.lhis design is based on~ upon parameters shown, and is for an Individual building component.
ApplIcabilIty of de$Tgn poromentfm and proper incOipOltl~on of component is responsibinty of bu~ding designer - notlruss designer. Bracing shown
is for loIer-ai suppOrt of individual web members on~. Additional temporary bracing to insure stabmty during conslnx:~on is the responsib~ijty af the
erector. Addi~onal permanent bracing of the ove.-ol structure i. the responsromty of the building designer. Forgeneral guidance regarding
fabrication. quanty controL storage. deivery. erection and braclng-. cansult, ANSI/lPlI QuaDly CrlIeria. DSP;-89 and BCSIl Building Component
Scrlety InIonnalion available from lruss Plate In.Mute. 583 D'OnofriO Dnve. Moctson. WI 53719.
Weight 86 lb
EXPIRATION DATE: 06/30/08 I
April 10,2008
.',
MiTek'
1"OW~"""n"""A"'-
7777 Greeoback Lane. sune 1Cl9
cnrus Heinhts, CA. 95610
Symbols
PLATE LOCATION AND ORIENTATION
1 rH~'
~
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth,
~
O_lht
.
L..J:S ~
1"\,
for 4 x 2 orientation, locate
plates 0- lli6' from outside
edge of truss,
Thinymbol 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 to slots.
LA TERAL,BRACING,LOCA TlON
t?
BEARING
---
'l<{ ?t.
~
Indicated by sympol shown and/or
by text in the bracing section of the
output. Use T, lor Eliminator bracing
if indicated.
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint .
number where bearings occur.
Industry Standards:
ANSI/TPll: National Design Specification for Metal
Plate Connected Wood Truss Construction.
Design Standard for Bracing.
Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of MefalPlate
Connected Wood Trusses.
DSB-89:
BCSII:
Numbering System
6-4-8
dimensions shown in ft-in-sixteenths
(Drawings not to scale)
2 3
TOP CHORDS
Cl-2 "'"
'/' 4
0 !,\iW~'
'" 0
0 '"
:r: 0
U J :r:
<L U
0 <L
> C7_R co> C,'i-~ ,0
,~
BOTTOM CHORDS
B 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS'AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS. ' ,
PRODUCT CODE APPROVALS
ICC,ESRepoits:
ESR,I311. ESR- t 352, ER-5243, 9604B"
95,43, 96-31, 9667 A
NER'4B7, NER,561
95110,84-32,96-67, ER-3907, 9432A
@2006 MITekilll All Rights Reserved
MIl.
MiTekOJ
POWER TO PERFORM."
MlTek Engineering Reference Sheet: MII.7473
A
General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system. e,g.
diagonal or X-bracing, is always required. See BCSI1.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces ,themselves
may require bracing, or' al1erriative T, I. or Eliminator
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly agqinst each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSl/TPll.
7.. Design assumes trusses will be suitably protected from
fhe environment in acc'ord with ANSI/TPI 1.
8. Unless otherwise noled, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant. preservative treated, or green lumber.
10, Camber Is a non-structural consideration and is lhe
responsibility of truss fabricator. General practice is to
camber for dead load deflection,
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requireme.nts.
12:Lumber used shall be of the species'and slze,"and~
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling Is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or alter truss member or plate without prior
approval of an engineer.
'17. Install and load vertically unless indicated otherwise.
18. Use of green ortreoted lumber may pose unacceptable
environmental, heolth or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient,
20. Design assumes manufacture in accordance with
ANSr/TPll Quaflty Criteria,
Symbols
PLATE LOCATION AND ORIENTATION
... r-13/;
~
~
I
'^'\
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-1;16"
*
I t ~
-J:::) ,
For 4 x 2 orientation. locate
plates 0- l~i' from outside
edge of truss.
This symbolindicates the
required direction of slots in
connector plates,
III Plate location details available In MiTek 20/20
software 4?r upon request.
PLATE SIZE
4x4
The first dimension is the plate
width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
't/
BEARING
l~?\
. ~
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T.I.or-Eliminatorbracing
if indicated.
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Industry Standards:
ANSl/TPll: National Design Specification for Metal
Plate Connected Wood Truss Construction.
Design Standard for Bracing.
Building Component Safety Information:
Guide to Good Practice for Handling,
- Installing & Bracing of MetalPlafe-
Connected Wood Trusses.
DSB,89:
BCSI1:
Numbering System
6,4,8
dimensions shown in ft~in-sixteenths
(Drawings not to scale)
2 3
TOP CHORDS
~"\,~~!
rl.JI rA.-7' r,~_~ 'Q
BOTTOM CHORDS
7
8
6
5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARliNG AT THE JOINT FARTHEST TO
THE lEfT,
CHORDS AND WE8S ARE IDENTIFIED BY ENO JOINT
NUM8ERS/LETTERS,
PRODUCT CODE APPROVALS
ICC'ES Reports:
ESR'1311. ESR,1352, ER,5243, 9604B,
95'43,96-31. 9667A
NER,487, NER-561
95110,84,32,96,67, ER,3907, 9432A
@2006 MiTek@AII Rights Reserved
MIl"
MiTek@
PCJWE:R TO PERFCRM."
MtTek Engineering Reference Sheet: MII-7473
.;'
A
General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
], Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSll.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative T. I. or Etiminator
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequalely braced trusses.
4. Provide copies of this truss design to the building
designer. erection supervisor, property owner and
all other if)terested partie~.
5. Cut members to bear tightly againsl each other.'
6. Place plates on each face 01 truss at each
joint and embed fully. Knots and wane at joint
loca,tions are regulated by ANSlfTPI 1.
7. Design <mumes trusses will be suitably protected from
the environment in accord with ANSI/TPl1.
8. Unless otherwise noted, moisture content of lumber
shall nol exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated. or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice ida
camber lor dead load defle'ction.
11. Plate type, size. .orientation and location dimensions
indicated are minimum plating requirements.
12:LurTiber used sholl oe'ot the's'pedes aildslze,-Orid
in cill respects, equal to or better than that
specified.
13. Top chords must be sheathed Of puflins provided at
spacing indicated on design.
14. BoHom chords require loteral bracing at 10 ft. spacing,
or less, if no ceiling is installed. unless otherwise noled.
15. Connections not shown are the responsibility of others.
16. Do not cut oraller truss member or plalewithout prior
approval of an e~glneer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental. health or performance risks. Comult with
project engineer betore use.
19. Review all portions of this desIgn [front, bad:., words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture In accordance with
ANSl/TPll QuaUty Criteria.