Plans (106) c'
.........._.................
.......................
O
SHS C1 i ,• .t
.. .: - 0. ..
III 7
- - • t ...
ii
10001' • ' :: • ,: • . • '
:t:p: ..' of./ . - : r
'
• .01 . • .. .
.. . d
.',,,,,,,....: ....:,i'A , . . ::.,1,'-•• .
a<
`-0 4 b
r
0 •
3: - 3 '
fi
E•
E
6
E : 1
I`
VIM 1,111140%. Ii.
+d le
` ' viKcjissirii Cliii, mew.
INS
'
.
` 'titer
„„,„..,,i
�.
Y Copyright(torupuT'txs nc:cAB&
t F .. $ DATES , 9videePx2e.:rfax,e
3+�4.�143 xx�� REVISED :L R ke I •1 1 i �1 r
34'!S� i ANt+Ff$# g=ut r i srr��z: et�n ar w4 ` a
�+ � h `Mgr warn
�€ PH 4F aa� T U S Oa It
rps rsur n, SCAM E .. rero ;
LOTI28.NRT PH 4F -0,14:,:....f....
AD:design*are property of `acittc Lumber and Truss, Alt designs$re:nukt and void If notfabrlcated by.Pat!!fic Lumber and Twee,
t
LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 ROOF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( -542) 233 1-11=(-1127) 3020 1- 2=(-3271) 1231 15- 7=( 0) 229
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3377) 1971 11-12=( -865) 2389 11- 2=( -118) 569 7-16=(-974) 365
WEBS: 2x4 KDDF STAND 3- 4=(-2567) 1047 12-13=( -734) 2546 11- 3=( -433) 644 8-16=(-294) 861
LOADING 4- 5=(-2127) 960 13-14=( -766) 2642 3-12=( -326) 338 16- 9=(-197) 320
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2579) 1099 14-15=( -742) 2557 12- 4=( -375) 1059
BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2707) 1122 15-16=( -773) 2705 12- 5=( -820) 308
TOTAL LOAD= 42.0 PSF 7- 8=(-1957) 904 16-10=( -816) 2082 • 5-13=( -217) 646
8- 9=(-2388) 966 13- 6=( -22) 130
LL= 25 PSF Ground Snow (Pg) 9-10=(-2605) 1060 .14- 6=( -622) 251
6-15=1 -78) 250
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -212/ 1661V -138/ 1388 5.50" 2.66 ROOF ( 625)
REPAIR:MODIFY THE BOTTOM CHORD PROFILE TO ALLOW VAULT ON K2613643. 40'- 0.5" 216/ 1661V o/ off 5.50" 2.66 ROOF ( 625)
SECTION SHOWN DASHED TO BE REMOVED IN FIELD.
SHOP FABRICATE THIS TRUSS.ATTACH SCAB TRUSS TO ONE FACE OF EXISTING ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oo spacing.
TRUSS(K2613643) WITH 0.131"X 3"NAILS INTO ALL ALIGNING MEMBERS IN 2 ROWS VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180
SPACED @ 12"OC.REFER TO K2613643 FOR COMPLETE DETAILS. MAX LL DEFL = 0.188" @ 22'- 7.6" Allowed= 1.956"
MAX TL DEFL= -0.313" @ 22'- 7.6" Allowed= 2.608"
SEASONED LUMBER IN DRY SERVICE CONDITIONS
NOTE:2x4 BRACING AT 36"oc REQUIRED AT MAX HORIZ. LL DEFL = 0.100" @ 39'- 7.0"
ALL FLAT TOP CHORD AREAS NOT SHEATHED MAX BORIS. TL DEFL = 0.166' @ 39'- 7.0"
SEE K2613643LETE FOR i NOTE: Design assumes moistureicontent does.
COMPLETE DETAILS not to exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
9-08-11 20-01-02 9-08-11 system and components and cladding criteria.
f 1' '1 1'
2-04 3-08-10 3-08-10 3-01-05 2-03 44 7-09-06 - 04-02 4-08 5-01-03 Wind: 190 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
--- f f ' f f j' . T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
12 12
M-5x8(5) Truss designed for wind loads
7.50 p M-4x6 M-3x4 M-3x8 M-4x6 Q 7.50 in the plane of the truss only.
4 5 6
1 0.25" 8
' --
M-3x4
3" STUB 3M- 5x3
3" STUB
M-3x10 pr
M-7x8 ..../
Iz,
ox`11, 12 13�� Io
1 14 1s to o
I M-5x10 M-3x8 M-5x6 0.25" M-3x8 M-5x6 f
o M-5x6
a 3.75 3.33 M-5x6(5) -
12 12
%11 PROpr
l l 1 ), b ), b k c ' `sOI NE V,9
y2-04 y 7-03-07 3-06-09 y1-10 y 7-07-10 7-09-06 9-07-07 y V`' $9 Q .
y 2-01 10-10 1-10 25-00-08 y 89200PE 'r,.
39-06-08 _Alp/ _
• JOB NAME : C2 REPAIR - C2
C) :
Scale: 0.1681 7` R
OEGON tf
WARNINGS: GENERAL NOTES, unless otherwise toted: G"" 447 ,1‘05 OREGON 4\,
1.Builder and erection contractor should be advised of all General Notes t This design is based only upon ma parameters shown and is for an individual /Q 4}• 14 p -
TYuSS: C2 and wamingsbo eoonswononoommanoas building component.Awioaakyodesign parameters and proper
2.zs4 compression web bracing must be Installed where mown n. Incorporation of component Is the responsibility of the building designer. 4,v{
3.Additional temporal bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �'. .' f 15 _
is the responsibility DISH erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their length by !�"7�fl 11+
continuous sheaving such as plywood sheathing(TC)and/or drywall(BC).
DATE: 7/12/2017 me overall sbucwre is the responsibility of the bulging designer. 3.2s Impact bridging or lateral bracing required where shown++
SEQ.: K3419 4 62 4.No load should be applied to any component until after as bracing and 4.Installabon of buss is She responsibility of the respective contractor.
fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used Inc nonconoslve environment E ,I R ES. 12/31/2017
TRANS ID: LINK
design bees be applied to any component and are for•dry condition-w use.
A Design assumesfull bearing atall supports shown.Shim orwedge if July 12,2017
s.Compurrus has no control over and assumes no responsibility forma rmca
fabrion.handling,shipment and insttallation of components. "s"ry.
cati
7.Design assumes ed on drainagehis provided.
a
6.This design is fumlehetl subject to the limitations set font by 8.Mates shell be located on both faces of truss,and placed so thea center
TPIAYTCA in SCSI.copies of which wdl be furnished upon request lines coincide with pint center lines.
9.Digits indicate size of plate in inches.
MiTek USA,IncdCompuTruus Software+7.6.8-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,050-1958(MiTek)