Plans (5) Illllllilllll
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LUMBER SPECIFICATIONS 21-00-00 GIRDER SUPPORTING 42-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cgr1.00 F
TC: 2:;6 KDDF 41BBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2 (-12290) 2'54 1- 6=(-215E) 9'64 6- 2=) -964) 4576 4
BC: 2x9 KDDF SS 2- 3=( -8424) 1960 6- 7=(-2150) 9162 2- '=(-3590) 888
WEBS: 2:;4 KDDF STAND; LOADING 3- 4=( -6424) 1960 7- 8=1-2150) 9762 7- 3-(-2064) 8906
2x4 KDDF STUD A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-12290) 2754 9- 5=(-2156) 9784 7- 4-(-3590) 888
2x4 KDDF $16BTR E TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 21'- 0.0" V 4- 6=( -982) 45'6
EC UNIF LL( 509.4)+DL( 366.4)- 8'5.8 PLF 0'- 0.0" TO 21'- 0.0" V
TC LATERAL SUPPORT <= 12"0C. UON. BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA
EC LATERAL SUPPORT <= 12"0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -2220/ 9967V -154/ 154H 5.50" 15.79 KDDF ( 625)
( 2 ) complete trusses required. 21'- 0.0" -2220/ 986;V 0/ OH 5.50" 15.79 KDDF ( 625)
Attach 2 ply with 3"::.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing.]
9" oc in 2 row(s) throughout 2x6 top chords, 9 P P P 4•J
5" uc in 2 row(s) throughout 2x8 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -8.096. 9 10'- 6.0" Allowed - 1.004"
MAX TL CREEP DEFL - -0.195. 8 10'- 6.0" Allowed - 1.339"
10-06 10-06
T T T MAX HORIl. LL PEEL = 0.034" 8 20'- 6.5"
5-09-05 4-08-11 4-08-11 5-09-05 MAX HORIZ. TL DEFL - 0.057" 8 20'- 6.5"
f 1' 1' 1' NOTE: Design assumes moisture content dues
lz 12 not to e:;ceed 19% at time of manufacture.
8.00 1 M-4::10 Q 8.00
4.0" Design conforms to main windforce-resisting
3 .97,r system and cnnponents and cladding criteria.
Alit Wind: 140 mph, h=22.Btt, TCDL=4.2,ECDL=6.0, ASCE '-10,
(All Heights), Enclosed, Cat.2, E::p.E, MKERS(Dir),
load duration factor=1.6,
End verticalls) are exposed to wind,
Truss designed for wind loads
in the plane of the truss only.
M-3::8 M-3 x8
4 FIELD REPAIR FCR 1 1/2" DIAMETER HOLE IN BOTTOM CHORD WHERE SHOWN. SCAB A
(` 2x8 Y. 10'-0" OF SS TO ONE FACE HITR SIMPSON STS 1/4" x 4.5" LONG SCREWS IN
P (3) ROWS SPACED 4"oc THROUGH3UT.
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M-9:12 M-'::12
M1885-77.14(8)
1 1 2" hole 4-00
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5-07-09 4-10-07 4-10-07 5-07-09
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14-00 7-00
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21-00 WEDGE REQUIRED AT HEEL(S).
JOB NAME : t7-18 62 STONE BRIDGE - D3 \����ND 6:NEL- 'o
Scala: 0.2699 �C? �' R 2
9
WARNINGS: GENERAL NOTES,based only othenmise
henoted: � ,./ cy✓7�G E f
1.
WARNINGS:
and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indNNwl j'///'�
Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper l f�
2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �!:' y_
3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at
DES. BY: MJ e the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their len(N,)y V h
continuous sheathing such as plywood mired sheathing(TC)ander drywag C. _9 OREGON o�
DATE: 5/18/2015 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++
4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.
SEQ. : 62 6 8 7 5 7 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non•corrosrve environment, 1:9 V�Al R Y 16 2 !�P
427728 design loads be applied to any component and are for"dry condition"of use. f� NI
TRANS ID: 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at aft supports shown.Shim or wedge it 1 , UL a\
fabrication.handling,shipment and installation of components. necessary. �'1
'. Design assumes adequate both Page is provided.
6.This design is furnished subject to the limitations set forth by 8. Plates shat be located on bath faces of truss,and placed so their center
I IIIIII III IIII II III IIII,II I II II TPUWiCA m SCSI,copes of which will be furnished upon request Digs coincide with joint ate in inches.5 Digits size pateteingnvalu EXPIRES: 12/31/2016
MiTek USA,IncJCompuTrus Software 7,6.7(1L)-E 0,For basic connector plate design values see E5R-1311,El3R-1088(MiTak)