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07/12/2006 13:41 FAX 13177383440
1::YDSH7~ ---F~--- ---r:::;;:'
I StoC*-SulldIn9 Supply Franldln IN 46131
,
'7AB
,~
4><6 =
R
5x8= Jx6::::
f7>il- (Ltl'tt,fL.
<; <JI<' '_00 F
Le Z~c., Z-~
10 V t"S/l- S_f:
1.-.0&
)~__ __.. 8-10-1!.._----l
8-10-11
17-1-0
8-2-5
2 X4 Syp No.1
2 X 4 SYP No.1 .Except~
RS 2 X B SYP No2, 84 2 X 8 SYP 2400F ?"OE
2 X 4 5YP NO.2 'Excepl"
W6 2 X 6 SYP 24001"' 20E, W92 X 4 SYP NO.3
Wl 2 X ~ SYP NO,3, W3 2 X 4 SYP NO.1
W4 2 X <\ syp No.3. W52 X 4 syp NO.3
W17 2 X 4 SYP NO,3, W12 2 X 4 SYP No.3
W9 2 X4 SYP NO.3
BRACING
rop CHORD
Structural wood sheathirlg directly .applied or :).3.11 oc purlins,
ex<.:ept
2.0-00<: purlins (5-0-3 max.): E.H
BOT CHORD
Rigid ceiling directly applied or 10.0-0 oc bracing
WEBS
1 Rowatmidp\
P-V, U-V, S-V, O-V, I.M,I-N
JOINTS
1 BnIceat Jt(s): U, V,X.Y
REACll0NS
K
Q
B
o
MaxHorz
B
MaxUplilt
K
Q
B
MaxGrav
K
Q
B
o
(lbfsize)
160210-3-8
1277/0-3-8
1032/0.3--8
1431/0-3.8
-371(load case 4)
.J12(loadcase 7)
-461(loadcase 5)
-215(loadcase 6)
1623{loadcase 12)
12TI(loadcasc 1)
1032(loadcase 1)
1431{loadcase 1)
I FORCES (Ib). Maximum CompressionlMaximum Tension
TOP CHORD --.... '--.
, A.B = 0126 B-C -14651377
! CoO .1254/405 O-E--"""""" "-184/199-(
I H.' -3453/429 -.............
L
DAVIDSON IND
141001
24~3-8
7-2-6
31-5-14
7-2-6
36-6-1
5-0-3
.019-1:12 6--0-11 11-8.8 I 17-1-2 I
\\""11,1, .
0.9-12 \~! HE'. "'tfl-7-13 54-10 ./
,\,\.~\.. tv.... "~ /'
" ~~' ............ \,)1:f.: " _ /"'T
lV:J~....fl~isTERiio....."'l '\JUl '22000=
.:::-0: '<" \i _ 5xlO:::;:
=-:>f NO. \;: 6_00[12 EF
: [ 60910419 j ::
\ -i:\ ST"TE Of J.J., J '" 'l
\,::~..(.f;f.Q.l.~~~r3"f 0
""" SION~\.. """,
f1It"'IIlIYW'\\
(-pi'iie Qfl~~I~,.fl-=-lB:O~-6=_lf.Q:Q.:1LIQ:"9.=1-{i,oT41L~,Edoe!:IH:Q..4-D,o:.!.:2l~~J~.::.3_~n~(}~lli'1..2.6-0.0:7-0], rv:o-1~rOlJ~.Q:2:9~-=~_________ ..-~.
~gt~;;;~-f;2--'CT'"-~~~I~~=-2,;;;~-T - ~~' 066 I e~~(~L)O;; ~"'3 -~~:~;: ~~r-- ~'t,~ES ~__~j[,:=-;:u____
TCDL 10.0 .' l.umberlncrease 1_15 I BC 06~ Vert(TL) -0.65 N.O >522 180 I
BCll I) 0 I Rep Stress Iocr YES WB 085 Horz(TL} 0.21 K nJa n/a
~Cl)l____~~___...]. CodelRC2003fTPl2002 _J_ (Malfl~ _~_ __~__~L Weight 451 III
LUMBER
TOr CHORD
BOT CHORO
I
! WFBS
,
t--
3x6-==
G
5x8=
H
.
~
ro ~
,
5.>::61\ 3xti_
e,""''f-e,J 6G+W'"'r
~QF Wet>
/
;,;
16.0-{)
P
3xl0=
5xl0=
o
fRAMER TO RA!SE SCAe 2" MAX
TO flUSH ATTIC FLOOR WI2ND
FlooRSEE NOTES BELOW fOR
MIUNG_SEE lAYOUT FOR DETAIL
1711.821-9-12
0-3-8 4.5-4
33-10-0
12-0-4
TOP ClIORD
I-J -2179/486
E-F .90/1718
G-H -147'3/341
BOT CHORD
8-S -2\8/1133
Q-R -3711515
N-Q -3311325
L-M -32312120
WE8S
N.X
Q-V
U-V
T-Y
,.X
F-U
C.S
D-V
'.M
J.L
Ii-X
G-Y
'.K
FG
-26601519
-528/394
R.S .37/1515
D.P -3311325
M.N .12211718
KL -32312120
p.Q -222116
F.V -1413/587
T-U-. -831/284
X-V -1421224
G-U -9121235
D.S -180f1397
S.V .llmJ/472
E.V -1218/183
'.N -13571316
'.M -.500/272
H-Y -370/57
-120/1918
-1463/467
-2891/584
-831/284
011526
--<135/2306
-287/236
_2139/560
.190f394
0/257
-13012279
-63/1095
NOTES (11-15)
1) Unbalanced roof live loads have been considered lor thls
design
2) Wiild: ASCE 7-02; OOmph; 1I"'24ft: TCOl=6.0psl; BCDL=3.6psf;
CateQOlY II; 8cp C; enclosed; MVVFRS gable eflcl zone and C-C
Exter\or(2) zone; canlileverleft and right exposed: lumber
DOl=1.60 plate grip OOl=1.60. This truss isdeslgned forC-C for
members and forces. and for MW'FRS for reactions specffied.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10_0 psf tKlttom chord live
toad nonooncurreflt with any olt1cr live loads.
5) This truss requires plate Inspection per the Toolh Count
Methocl wilen this truss is chosen lor quality assurance
Inspection.
6) Ceilingdeetlload (5_0 pst) Of) mernber(s). U-V. U.y, X-yo ~X
7) Bottom chord live load (40.0 pst) and additiooal bottom chord
dead load {G.O psf) applied Ofily to room. O-P, 1'1-0
6) Provide mechank:al oonoectlon (by otf1ers) of truss 10 bearing
plate capable ot withstandillg3121b uplift aljolnt K, 4611b uplift al
joint Q <lnd 2151b uplift aljolnt B.
JObRelerence~~_..___,__~
6.300 s Apr 19 2006 MiTek Indu5tries. Inc Wed JlIl12 09 48 12 2006 Page 1
42-10-4
6-4-3
50-1-0
7-2-12
Scale: 1:87
SEE NOTES BELOW
FOR CAP TRUSS.
16-3-0
6x7,:-
,w
K
't~
5xl1=
N
M
1(Jxl2=
3.><611
6x7~
136.6-1 f
2-8-1
50-1-0
13-6-15
-.-j
~-
9} This lfUrS is designed in accordance with the 2003lnlemalional
Resi&mtlalCode seellons R502.11.1 and R802.10,2 and
referenced slandard ANSlfTPl1.
10) Design assumes 4x2 (flat orientation) pUllins at oc spacing
indicaled, fastened to truss TC wI 2-tOd nails
11)lf the negative reactions shown on lhe "Max Up1ifl" line of the
"REACTIONS" section of this drawing are fOl" load cases 3, 4.
5. 6, or 7 then they are the resull of wind load cases and 'he
"Provide mechanical connectiOfl. ." lO w_ withstand XXX Ib
\!plift . ." note in Ihe "NOTES. section of \his drawing may be
disregarded where a c::hed of the building code roof lie-down
sedion docs nol result in the requlremet1t of rool ties_
t2) Apply 2x4 purtlns 24" o.c. on top 01 base truss. Nail (0 bass
truss with (2) lOd nails each. Toe-nail cap truss 10 each purlin
with (3)10d nails. Install diagQnal bl"adng al 45 deg. to bottom
01 base truss "al top chord ill cap area per BCSI-l Building
Component Safely Information for other types of bracing and
buiidlng designer requirements.
13) All continuous lateral braces must be restrained 10 prevent
lateral movement of Ihe brace if all braced members buckle in
the same direction. See BCSt-1 Building Componlmt Safety
Information and building designCf requirements.
14) For cap truss design see drawing(s) "CPO
15) fasten each added scab wilh 2 rows ollOd na~s at4 in, D.C.
alongenllre length.
LOAD CASEIS)
Standard
PROBLEM: Web from joint JL to
joint 6< is broken and/or split. It is
approximately ~., from joint Y- to
the beginning of the damaged area
which is no longer than k2-- " lohg.
REPAIR: Apply one[Q.' longz.b M~a..
Southern Pine scab to one side of the I
broken web centered on the center of
the damaged a.r.ea. Nail the sc. ab to the I
web with \Od cornman nails ,)$; "1 3
rov..lS@ , Ho/G.. ~----