Plans (5) L
ID CONFORMS TO DESIGN CONCEPT 4
® CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH _
_ REVISIONS NOTED
[D CONFORMS TO DESIGN CONCEPT WITH
NON-CONFORMING—REVISE&RESUBMIT
REVISIONS AS SHOWN 3,V-011 Hs s4:*ORA 3:G HAS BEEN EES/DOc FOR DO RFL c r-:.R/ACE
El] NON-CONFORMING-REVISE AND RES!MITWITH COS/, CUTLETS ViLY AND DOES NOT •/EUE:S IH
F'AG4F•ATU4di El.i.:4 CA RSSHCTSWIO/:FOR CONFO,siz46c NOSH DLS:ON
THIS SHOP DRAWING HAS BEES REVIVED FOR GENERAL CD BOHURKE DFAWOECSS,s ECPEOI/G 55L;.V'PL[SABLE CONES.ALL OF'WHAT i/nA
ROThi THE DESISH CONCEPT OSLO AND DOES HOT SOLDER HE P/S/AAITT.n45-KS aEP BRAWRJG
FAEHICATOFiVESER OF RESPONSIBILITY FDR COMRABRI1 WITH TREE By David R Burnett Date 10/28/14
DESIGN ORAf1SCs AM SPEC:F1CATIORS ALL OP M ICH HA PAIDAETr M I L B R A N D T ARCHITECTS
OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. I
Dy: Todd A,Eaton Date:October 3Q.2.014
CT ENGINEERING INC –1, X .ti A71, CR!V ^D
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34'.0
IG Copyright CompuTrus Inc.2006
BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS
POLYGON NW 10/27/14 TTRRUSESCCAAL ULLATIONSAANo
ENGINEERED STRUCTURAL
PROJECT TITLE REVISION-T: DRAWINGS FOR AU.FURTHER
INNSIBLEFIN.BUINONG .
3410-D DESINFORMATI N.B IL RECORD
PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS
TO TRUSS CONNECTIONS.BUILDING
DESIGNER/ENGINEER OF RECORD TO •
q
3410-D NH / D N I CHECKED BY: REVIEW AND APPROVE OF ALL A TRUSS 1. C O M P.A NY
DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION.
GARAGE RIGHT 1/8"= 1'
All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss.
V
Job Transmittal
MiTek USA, Inc.
ilfi III II II fill I I I III
250 Klug Circle, Corona, CA 92880
(951) 245-9525 Fax(951) 273-0040 Transaction ID: 411152
TO: PACIFIC LUMBER & TRUSS DATE: 10/27/2014
ATT: Bob Cairns
Drawings Repairs Sequence #'s Description
40 0 6097668-6097707 3410-D2 -3410-D 9/12
Transmittal Notes:
Design Notes:
FTP:411152.zip
10/27/2014 3:16:01 PM Page 1
J
11
1111IIII This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS 14-09-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1499) 396 1- 5=(-239) 1093 5- 2=( 0) 279
BC: 2x4 KDDF #1&BTR 2- 3=(-1093) 364 5- 6=(-242) 1089 5- 3=(-42) 55
WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1502) 394 6- 4=(-238) 1095 3- 6=( 0) 274
LL = 25 PSF Ground Snow (Pg)
TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V
TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 9.0" V
BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 9.0" TO 14'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -246/ 1175V -93/ 93H 5.50" 1.88 KDDF ( 625)
NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 14'- 9.0" -246/ 1175V 0/ OH 5.50" 1.88 KDDF ( 625)
ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 9.0"
LIMITED STORAGE'DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq,j
Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.029" @ 8'- 9.0" Allowed = 0.692"
M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.054" @ 8'- 9.0" Allowed = 0.922"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX HORIZ. LL DEFL = 0.012" @ 14'- 3.5"
MAX HORIZ. TL DEFL = 0.019" @ 14'- 3.5"
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
5-11-11 2-09-10 5-11-11 load duration factor=1.6,
320# 320# Truss designed for wind loads
in the plane of the truss only.
12 12
9.00 7 M-4x62 3M-5x6 9,00
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5-09-11 3-03-07 5-07-15 7 4 OREGON, ,�11y
y 14-09 y /O MFR R 1�\-�P!-
JOB NAME : 3410-D 9/12 - AlEXPIRES:12/31/2015
Scale: 1/4"
WARNINGS: GENERAL NOTES,unless otherwise noted: ERRILL
1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and Is for an individual WAS L
Truss: Al end Warnings before construction commences. building component.Applicability of design parameters end proper S �Q. :W '7 J.
2.214 compression web bracing must be Installed where shown 0. Incorporation of component is the responsibility of the building designer. " A.
, C 'F'�
2.Design assumes the top and bottom chords to be laterally braced at 4 0L,
3.Addlhonal temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
A0 �3.., 9
DES. BY: BS is the responsibility of the erector.Additional permanent bracing of pe N g Q
continuous sheathing such las ptywnoe cured where drywall q. .�`-` �+
DATE: 10/27/2014 the overall h be a is the toresponsibilityome of the building designer. 3. Impact bridging or lateral bracing required where shown++ asp
4.No load should be applied to any component until efler all bracing and 4.Installation of truss is the responsibility of the respective contractor. .0'7'1/>,"''.._( ----
SEQ. :
-....
S EQ. : 6097668 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, ## I
design loads be applied to any component. end are for"dry condition"of use. 1^,,A. .
TRANS I D: 41115 2 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �' 51398.
fabrication,handling,shipment and installation of components. necessary.s - �Q '0
7.Design assumes adequate drainage is provided. • -°Af`G1'STBRr'
6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both laces oftruss,andplaced so their center
TPIIWTCA In BCSI,copies of which will be furnished upon request Ines coincide with joint center lines. �s`s�ONAL.r'"G
!HUM
II�II I II I IIT NEN
I II I I III 9 Digits indicate size of plate in inches.
MSI {WN MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector p�ite design veluds see ESR-1311,ESR-1966(MiTek)
t.
IIIIII(IIIIII r- This design prepared from computer J.nput by,
v PACIFIC LUMBER & TRUSS (DM)
e.
LUMBER SPECIFICATIONS 14-09-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1638) 478 1-6=(-336) 1213 2-6=(-297) 203
BC: 2x4 KDDF #1&BTR 2-3=(-1428) 429 6-5=(-336) 1213 6-3=( -40) 705
WEBS: 2x4 KDDF STAND LOADING 3-4=(-1428) 429 6-4=(-297) 203
LL = 25 PSF Ground Snow (Pg) 4-5=(-1638) 478
TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V
BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 9.0" V
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 9.0" TO 14'- 9.0" v BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
Connector plate prefix designators: BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
C,CN,C18,CN18 (or no prefix) = CompuTrus, ine 0'- 0.0" -268/ 1256V -122/ 122H 5.50" 2.01 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT seriesTC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6' 0.0" 14'- 9.0" -268/ 1256V 0/ OH 5.50" 2.01 KDDF ( 625)
TC CONC LL( 250.0)+DL( 70.01= 320.0 LBS @ 8'- 9.0"
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.(
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = -0.026" @ 7'- 4.5" Allowed = 0.692"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = 0.050" @ 7'- 4.5" Allowed = 0.922"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.014" @ 14'- 3.5"
MAX HORIZ. TL DEFL = 0.021" @ 14'- 3.5"
7-04-08 7-04-08 DESIGN ASSUMES MOISTURE CONTENT DOES
'( ' 1' NOT EXCEED 19% AT TIME OF MANUFACTURE.
3 09-09 3-06-15 3-06-15 3-09-09 Design conforms to main windforce-resisting
system and components and cladding criteria.
T T 4320#1 4320# T T
Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
M-4x6 load duration factor=l.6,
9.00 V 9.00 Truss designed for wind loads
in the plane of the truss only.
4.0"
/ 3
i�
M-1.5x3
M-1.5x� 4 �,��p PROF
GIN
%19°21i701P7E r'
o �, a rr ..
1 6 -'5
It
o M 3x9 M-3x8 M-3x9 o y` ,,,OREGON�� �1(�
'O 9)." 14, 4- 0-
,1 y y SER R 11.E-'0
l 7-04-08 7-04-08 ),
JOB NAME : 3410-D 9/12 - A2 14-09
EXPIRES:12/31/2015
Scale: 1/4"
WARNINGS: GENERAL NOTES,unless otherwsse noted: /1�. RRIL ,�
1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual .�C+ WAS,
Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper J o� ti(,' J.
2.2x4 compression web braving must be Installed where shown.. Incorporation of component is the responsibiity of the building designer. Q' ,s (Cr
2.Design assumes the top end bottom chords to be laterally braced at Q v /lr, j.. '76
3.Additional temporary bracing to Insure stability during construction �'
DES. BY: BS2'o.c.and at 10'o.c,respectively unless braced throughout their length by f. �- Vr;t,,,
Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood shealNng(TC)and/or drywaB(BC)- I r' �•
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ f
4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 10/f f(}�e, r,,.tip .,.... -_1
SEQ. : 6097669 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �f'I .0:?!-----•
f .
design loads be applied to any component. and are for"dry condition"of use. --
;,7,:-.'l j5 •
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if Wt
necessary. ,p 51398"
fabrication,handling,shipment and installation of components. C•
7.Design assumes adequate drainage Is provided. 41/STEW'
6.This design is fumished subject to the irritations set forth by 8. Plates shall be located on both faces of truss,and placed so their center 'ss ONAL St16
III I I II III III I I IIIIII III TPI WTCA In BCSI,copies of which will be furnished upon request. Ines coincidewith Joint center Ines
9. Digits Indicate size of plate in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
III 1111111 This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1838) 373 1-5=(-358) 1349 5-2=( -302) 1607 4-7=(-1465) 345
BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -491) 139 5-6=(-351) 1315 2-6=(-1287) 337
WEBS: 2x4 KDDF STAND 3-4=( -343) 134 6-7=( -84) 133 6-3=( -62) 293
LOADING 6-4=( -339) 1447
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -288/ 1431V -95/ 187H 5.50" 2.29 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -384/ 1656V 0/ OH 5.50" 2.65 KDDF ( 625)
ADDL: BC CONC LL+DL= 1175.0 LBS @ 3'- 0.0"
ADDL: BC CONC LL+DL= 620.0 LBS @ 5'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
. ADDL: BC CONC LL+DL= 620.0 LBS @ 7'- 0.0"
Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX LL DEFL = 0.017" @ 3'- 6.2" Allowed = 0.354"
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TL CREEP DEFL = -0.053" @ 3'- 6.2" Allowed = 0.472"
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.2"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = 0.007" @ 7'- 10.2"
6-11-11 1-00-05 DESIGN ASSUMES MOISTURE CONTENT DOES
T ,. i NOT EXCEED 199 AT TIME OF MANUFACTURE.
3-07-15 3-03-12 1-00-05 Design conforms to main windforce-resisting
T 1' I T system and components and cladding criteria.
12
9.00 / M-9x63 =M-6x6 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
v�r -/ load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
Lrs
M-3x6
rr 2 en
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1
p �� en
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us I
CD
T oa; jen ��ED PR pFFss
0 1 'M-3x9 M-3 x8 -M-8x8 •7 M-1.5x3 ��� _'92SOPE 29s'
11,175# 620# 6201/1111101". '• .
3-06-03 3-01-11 1-04-01
CC
12- ORE•GON�a �Co
y 8-00 y /O '414' 14,.20�p`�-
• MFRRIIL
JOB NAME : 3410-D 9/12 - A GIRD EXPIRES:12/31/2015
Scale: 0.2966
WARNINGS: GENERAL NOTES,unless otherwise noted: •• ,RRII,j;
I.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an Individual O WAS 1 �f i_
Truss• A GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper J 7:A
2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsidity of the building designer. Q' $, / �0 't''
3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at •4 P �. '+
DES. BY: BS s the responsibility of the erector.Additional permanent bracing of 2'sc.end at 10'sc.respectively unless braced throughout their length by f. r';, 0 '
continuous sheathing such as plywood sheathing(TC)and/or drywai(BC). �r-+r� ;: x ,
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown** /f r4, °! •
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, >) / v, ,e --•,;
SEQ. : 6097670 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ` /
design loads be applied to any component. and are for"dry condition of use. 1. .4 - :. r--
TRANS I D: 9 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 11.' $1398 ��
fabrication,handling,shipmentcomponents. •
necessary.
is and lirrilatlo of e.Design assumes adequate drainage Is provided. ��+ ��Cir$'F$B`� .
6.This design is furnished subject to the irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center �l
1101 Il
I III Al III I I III IN
I IIII TPIM?CA In BCSI,copies of which will be furnished upon request. git c dicawith joint aIn
lines.
�Ss�ONAL:v"G s
TTITI�YYY.. 'YRIf 9.Digits indicate size of plate in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector Plate design velum see ESR-1711,ESR-1966(MiTek)
a.
1111111 11 r r This design prepared from computer input by. .
PACIFIC LUMBER & TRUSS (DM) `
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2y:4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-54) 51
WEBS: 2x4 DF STAND
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 296V -19/ 73H 5.50" 0.47 KDDF ( 625)
OVERHANGS: 12.0" 0.0" 1'- 10.9" -115/ 105V 0/ OH 1.50" 0.17 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625)
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
M,M2OHS,M18HS,M16 = MiTek MT series
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.003" 8 1'- 0.0" Allowed = 0.095"
1' i MAX TC PANEL TL DEFL = -0.004" 9 1'- 1.5" Allowed = 0.143"
MAX BC PANEL LL DEFL = 0.008" 9 2'- 8.6" Allowed = 0.254"
MAX BC PANEL TL DEFL = -0.021" 8 3'- 3.8" Allowed = 0.339"
12 MAX HORIZ. LL DEFL = -0.000" 9 1'- 10.9"
9.00 V MAX HORIZ. TL DEFL = 0.000" 0 1'- 10.9"
DESIGN ASSUMES MOISTURE CONTENT DOES
3 -/ NOT EXCEED 19% AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
jvr1 system and components and cladding criteria.
I Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
.O-1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
M-3x5 I load duration factor=1.6,
r1 . Truss designed for wind loads
o,�
in the plane of the truss only.
wr1
o MilliMillEMIllliMil
I - 2►EN ►t4
0
1
��9EO PR() -6,
ci, 17
[PROVIDE FULL BEARING;Jts:2,3,41 92,OPE r
y y y /♦
1-00 6-00
- ,,OREGON[, ,4"
/O "4' 14, V `,`k-
MR R 10-0
JOB NAME : 3410-D 9/12 - AJ 1EXPIRES:12/31/2015
Scale: 0.6272
WARNINGS: GENERAL NOTES,unless otherwise noted: ,{�. 5c1kRTLL.4 t
1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an individual .. wAS, �.f•
Truss: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 'lu ov 41, T
2.2n4 compression web bracing must be Installed where shown�. Incorporation of component Is the responsibiity of the building designer. Q' �w r 0 'CI'
2.Design assumes the top and bottom chords to be laterally braced at Q tf. w -' 11
3.Additional temporary bracing to Insure stabiity during construction l7
DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �? .
is the responslWlity of the erector.Additlonel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). ;-`',1t�� �'
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown++ � 7�,r
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. ,ry._..->:� .---^1
S E Q. : 6097 671 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non.corrosive environment, i �i✓...:-
design loads be applied to any component. and are for"dry condition-of use. / 4.!,1
;. - ., ,�,
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge II s,'' �1 513199,) 4C
necessary. '!� '
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. q't' GrSTERt'
6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 4Nss ONAL G
IIIII II II III III I I ILII) II III TPIM?CA In SCSI copies of which w 11 be furnished upon request. Digit coincidenlwith joint centernches 1
9.lines Indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
II I IIIA'' This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-86) 73
WEBS: 2x4 DF STAND
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TO? CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 347V -37/ 119H 5.50" 0.55 KDDF ( 625)
OVERHANGS: 12.0" 0.0" 3'- 10.9" -118/ 130V 0/ OH 1.50" 0.21 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625)
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.'
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078"
3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105"
f I MAX TC PANEL LL DEFL = 0.021" @ 2'- 2.2" Allowed = 0.263"
12 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339"
9.00 7 3 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9"
MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9"
0 DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
un system and components and cladding criteria.
Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
rn load duration factor=1.6,
M-3x5 Truss designed for wind loads
in the plane of the truss only.
M .
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of / 2 11111 11. 114 --/
cD 1 �,r.0 P R OFFS,
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'PROVIDE FULL BEARING;Jts:2,3,4' yL• if OREGON t,, �(v
ib qy 14 `4°NP+
A1/4"..1
03RIl.L
JOB NAME : 3410-D 9/12 - AJ2 EXPIRES:12/31/2015
Scale: 0.5391
WARNINGS: GENERAL NOTES,unless otherwise noted: RRILL b
1.Builder and erection contractor should be advised o1 all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual .-(1 WAS 9 r.
Truss: AJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper J ,V, r j >,
2.2x4 compression web bracing must be Installed where shown.. incorporation of component is the responslbitty of the building designer. �C •
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at •4� 'S4' r J. �.fi
DES. BY: BS Is the responsibility of the erector.Additional permanent bracing o1 2'o.c.end at 10'o.c.respectively unless braced throughout their length by �� O
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9-r"- .
DATE: 10/27/2019 the overall structure Is the responsibility of the building designer. J.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. ,O y i�f "" -
SEQ. : 6097672 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,.,, .---)
design loads be applied to any component and are for-dry condition"of use. i s ,' , ti_r---
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if d 51398 w�
fabrication,handling, necessary. ,�Q�
shipment end Installation of components. 7.Design assumes adequate drainage Is provided. - qt.' �L`Crs +,R� t`
6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center
III II II 11111111111
I III I III I III�I I 'III'III III TPINJfCA In BCSI,copies of which w0 be furnished upon request. linesgIndica)with joint acenter Ines. sSjONAL G ,
IIIIWIWIWII 9.Digits Indicate size of plate In inches.
MiTek USA,InC./COfnpuTrus Software 7.6.6(1 L)-E 10.For basic connector p<r.,te design velars see ESR-1311,ESR-1988(MiTek)
II 1 , This design prepared from computer ,i:nput by,
u PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-130) 102
WEBS: 2x4 DF STAND
LOADING
TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -55/ 166H 5.50" 0.64 KDDF ( 625)
OVERHANGS: 12.0" 0.0" 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -96/ 163V 0/ OH 1.50" 0.26 KDDF ( 625)
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing)
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.136" @ 3'- 7.2" Allowed = 0.430"
5-11-11 MAX TC PANEL TL DEFL = -0.118" @ 3'- 4.8" Allowed = 0.645"
1
3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9"
MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9"
12 �)
9.00 V ' DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
system and components and cladding criteria.
un Wind: 140 mph, h=21,Sft, TCDL=4,2,BCDL=6,0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
o load duration factor=1.6,
i Truss designed for wind loads
a' in the plane of the truss only.
M
AMMIMMEMMOMMEMIMOMMEMMEMME
5� ��GPR��� S
1 1 -' 4-' IN�f q`r/
M-3x5 • 4c1j\ �r(JV/P �*
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1-00 6-00 'y A OREGON tx 4f
PROVIDE FULL BEARING;Jts:2,4,3' / ''9j,' 14 2.° Pk�
R R i k-\-p'
JOB NAME : 3410-D 9/12 - AJ3 EXPIRES: 12/31/2015
Scale: 0.4669
WARNINGS: GENERAL NOTES,unless otherwise noted: 'SR1L2,4q,
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual _ .� VrTA$ p� �"!" '
Truss• AJ 3 and Warnings before construction commences. building component.Applicability of design parameters end proper ' o i > •
2.2x4 compression web bradng must be installed where shown v. Incorporation of component Is the responsibility of the building designer. 1" $, ('- `'0 2T' „
3.Additional temporary bracing to Insure stability during construction
2.Design assumes the top and bottom chords to be laterally braced at �1 / "yp .� +�
DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. t4FL 9,
Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). o''''rs "9,',i''.. '�
DATE: 10/27/2014 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. -OP 11,1 ,„4'^" (' L/ -.z
S E Q. : 6097673 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,�' F�{
design loads be applied to any component. and are for"dry condition"of use. �.•;�, +, ^''L, fQdy x., «._...,.
TRANS I D: 41115 2 6.Design assumes full bearing at all supports shown.Shim or wedge if a' �
5.CompuTrus has no control over and assumes no responsibility for the necessary. 151398,9
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. (),t' f'OCS'CEKl'
6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,andplaced so their center '
111111111111111111 TPI WTCA in SCSI,copies of which will be furnished upon request, lines coinddeiatwith joint center lines. CSSI NALE G
9.Digits Indicate size of plate In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) •
1111 111 1111 This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-191) 172
WEBS: 2x4 DF STAND 3-4=(-102) 47
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -24/ 377V -67/ 197H 5.50" 0.60 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625)
Connector plate prefix designators: 5'- 11.2" -212/ 373V 0/ OH 1.50" 0.48 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.4" -85/ 41V 0/ OH 1.50" 0.07 KDDF ( 625)
M,M2OHS,M1BHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
!COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.065" @ 2'- 9.2" Allowed = 0.432"
�) MAX TC PANEL TL DEFL = -0.062" @ 2'- 11.9" Allowed = 0.648"
12 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2"
9.00 7 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2"
I
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
CV
system and components and cladding criteria.
I
o
Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
lin
o� �� �_to PROFFs
O ►_ .-� '� /IINS uS
1 M-3x6 5 �� 0IG�T(!! ,�1,
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PROVIDE FULL BEARING;Jts:2,5,3,4] /Q '9 Y 74, 2�O,�,,`�`
Mari R I O-
JOB NAME : 3 4 10-D 9/12 - AJ4 EXPIRES:12/31/2015
Scale: 0.4394
WARNINGS: GENERAL NOTES,unless otherwise noted: . K,B,R1LLzi
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual ,� WAS �Q
Truss: AJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper .J (1 Ljj ,l.
2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 'V �w{ /- I'(ji C;'
2.Design assumes the top and bottom chords to be laterally braced at S) t >T�t, .jt '6
3.Additional temporary bracing to insure stebi4ty during construction 2'o,c.and at 10'o.c.respectively unless braced throughout their length by
F� oda;, 0-
DES �
. BY: BSPa y a (
is the res nsibili of the erector.Additionalpermanent bracin ofdrywall(
BC).responsibility 9 2xImpact
continuous sheathing suchr las bracing e sueewhere s and/orndrywall BC). �.--^� „ft
DATE: 10/27/2014 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 end 4.Installation of truss is the responsibility of the respective contractor. r (t, ,. ,.,_......a
SEQ. : 6097674 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, {{ f-...:-\.,.
design loads be applied to any component. and are for"dry condition"of use. `+ ,. � ,, ^
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 51398x,39A t
necessary. .Q �,;cv�
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. �* ' SIIST95,$" e
6.This design Is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �' t
111111111111111111101 III I HINDI TPIMlTCA In BCSI copies of which will be furnished upon request. lines coincide with joint center lines. s810NALS1
9,Digits Indicate size of plate In Inches,
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design valvas see ESR-1311,ESR-1988(MiTek)
ID DI This design prepared from computer input by, .
t. PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2- 9=(-522) 2756 3- 9=( -109) 268
BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3688) 749 9-10=(-385) 2409 9- 4=( -235) 1255
WEBS: 2x4 KDDF STAND 3- 4=(-3573) 758 10- 8=(-321) 1829 9- 5=( -209) 902
LOADING 4- 5=(-2823) 642 5-10=(-1142) 301
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1799) 406 6-10=( -204) 1100
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2318) 470 10- 7=( -145) 207
TOTAL LOAD = 42.0 PSF 7- 8=(-2464) 472
NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg)
ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 7'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -580/ 2858V -133/ 141H 5.50" 4.57 KDDF ( 625)
OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1656.0 LBS @ 7'- 9.0" 22'- 6.0" -307/ 1755V 0/ OH 5.50" 2.81 KDDF ( 625)
Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.051" @ 7'- 7.9" Allowed = 1.079"
MAX TL CREEP DEFL = -0.161" @ 7'- 7.9" Allowed = 1.439"
7-11-11 6-06-10 7-11-11 MAX HORIZ. LL DEFL = -0.017" @ 22'- 0.5"
1' ' T MAX HORIZ. TL DEFL = 0.041" @ 22'- 0.5"
4-00-03 3-11-08 3-03-05 3-03-05 3-11-08 4-00-03
1' f 598# f ' 1 1 DESIGN ASSUMES MOISTURE CONTENT DOES
12 12 NOT EXCEED 19% AT TIME OF MANUFACTURE.
M-6x8 M-4x6 ` 00
19.
9.00 V 4 M-3x4 6 v Design conforms to main windforce-resisting
All
qv system and components and cladding criteria.
Mr
Wind: 140 mph, h=22.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
M-1.5x3 load duration factor=1.6,
3 M 1.5x3 Truss designed for wind loads
I
d in the plane of the truss only.
0
Lo
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M ( 0
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M-7x8 (S) �/
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7-07-15 7-02-03 y 7-07-15 y 'T2- ,�OREGON1� �lU
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1-00 22-06 FRRILk-
0
JOB NAME : 3 410-D 9/12 - B 1EXPIRES:12/31/2015
Scale: 0.2237
WARNINGS: GENERAL NOTES,unless otherwise noted: Rcp..Rii"L,�e
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual y.�h',4 WA$(� '`.�•
Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper p �� >„
Incorporation of component is the responsibility of the building designer. v{` 4, /- C
2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 'Q P r , 0
3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by _ �4•, G
DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). , ^.)))
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ F J n
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. } ,7 ....--":)
lilSEQ. : 6097675 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment,
and are for"dry condition"of use. $ c,-
designloads be applied to any component. . "'
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if " O 51398 ‘iq
necessary. 'Q,
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. - e�' tr$•j'VX
6.This design Is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,end placed so their center
II I I 1111
III I III I I IIII I IIII TPINVICA in BCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. �ss1�NAL G
S.Digits indicate size of plate in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek)
III 0 III This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2- 8=(-225) 891 3- 8=(-174) 180
BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1227) 336 8- 9=( -77) 781 8- 4=( 0) 302
WEBS: 2x4 KDDF STAND 3- 4=(-1052) 304 9- 7=(-215) 898 8- 5=( -71) 77
LOADING 4- 5=( -785) 299 5- 9=( -9) 298
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1062) 315 9- 6=(-178) 179
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1233) 340
TOTAL LOAD = 42.0 PSF
NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -161/ 1065V -133/ 141H 5.50" 1.70 KDDF ( 625)
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 6.0" -117/ 944V 0/ OH 5.50" 1.51 KDDF ( 625)
OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. _
Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,.)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
M,M2OHS,M1BHS,M16 = MiTek MT series MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.044" @ 8'- 0.0" Allowed = 1.079"
MAX TL CREEP DEFL = -0.074" @ 14'- 6.0" Allowed = 1.439"
MAX HORIZ. LL DEFL = 0.009" @ 22'- 0.5"
7-11-11 6-06-10 7-11-11 MAX HORIZ. TL DEFL = 0.015" @ 22'- 0.5"
f T 1' ' DESIGN ASSUMES MOISTURE CONTENT DOES
3-08-11 4-03 6-06-10 9-03-01 3-08-10 NOT EXCEED 19% AT TIME OF MANUFACTURE.
T 1' 1' T '1 T
12 12 Design conforms to main windforce-resisting
9.00
M-4x6 M-5x6 9.00 system and components and cladding criteria.
V 4 5 \1
Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
M-1.5x3 M-1.5x3 in the plane of the truss only.
1 3 -I• 6
CD
o
1
QD
,c .',
� .0 PR�oIIess
�+ o Ecco 0147117' ��'A'
o 1 TM-3x4 B 0.25" M-3x4 M-3x9�70 ,4 " �raPE ��
M-7x10(S) ,..41,411w,„; 1411111P"
yy ,,,ft
7-07-15 7-03-15 7-06-03 yL• 27REtx ,L(,[
i
/
, .1 ), 0 f 14 3� 1-
1-00 22-06 M RRyl..�.
JOB NAME : 3410-D 9/12 - B2 EXPIRES:12/3112015
Scale: 0.2362
WARNINGS: GENERAL NOTES,unless otherwise noted: 0,RRi,,rr,
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual .� WAS 'Qy
Truss: B 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 De 6'j� ,).
2.2,4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 'Q" �Q, - 0 2f'
2.Design assumes the top end bottom chords to be laterally braced at C�1 uA, .l. /5
3.Additional temporary bracing to Insure stability during construction �1'
DES. BY: BS 2'mu.and at 10'0.0.respectively unless braced throughout their length by C, -.- a
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall�C). cp.,� T' 1
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. ,,r'`,/
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. ` 9,7. L.\, ,,. '.,,.v.-,?
SEQ. : 6097676 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment,
design loads be applied to any component. and are for"dry condition"of use. Fp' 'u.
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if it, 51398,4, 4,-.
necessary. 'I-
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C� .Qlk
+ itsreg
�� �� 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces o1 truss,and placed so their center -'
III I I fill I II lil!1 I II I II III TPINYTCA In BCSI,copies of which will be furnished upon request. Digit coincideinitwith Joint centerche. ssI�NALE� "
til.' 9.Digits Indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector pirate design values see ESR-1311,ESR-1988(MiTek) r '
III I IIII This design prepared from computer input by.
F, PACIFIC LUMBER & TRUSS (DM) '•
r•
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) - 1-2=(-2080) 428 1-5=(-404) 1546 5-2=( -490) 2482
BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -188) 204 5-6=(-394) 1500 2-6=(-2030) 514
WEBS: 2x4 KDDF STAND 3-4=( -14) 6 6-3=( -194) 176
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Connector plate prefix designators: 0'- 0.0" -582/ 2723V -112/ 219H 5.50" 4.36 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -738/ 3061V 0/ OH 5.50" 4.90 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series ADDL: BC CONC LL+DL= 1175.0 LBS @ 0'- 6.0"
( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 620.0 LBS @ 2'- 6.0"
ADDL: BC CONC LL+DL= 620.0 LBS @ 4'- 6.0"
�COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.]
Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.009" @ 4'- 1.0" Allowed = 0.354"
MAX TL CREEP DEFL = -0.028" @ 4'- 1.0" Allowed = 0.472"
ADDL: BC CONC LL+DL= 1753.0 LBS @ 5'- 6.0"
nails staggered at: ADDL: BC CONC LL+DL= 944.0 LBS @ 7'- 6.0"
9" oc in 1 row(s) throughout 2x4 top chords,
9" oc in 2 row(s) throughout 2x6 bottom chordLLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
9" oc in 1 row(s) throughout 2x4 webs. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX HORIZ. LL DEFL = -0.002" @ 7'- 6.5"
MAX HORIZ. TL DEFL = 0.004" @ 7'- 6.5"
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP DESIGN ASSUMES MOISTURE CONTENT DOES
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. NOT EXCEED 19% AT TIME OF MANUFACTURE.
4-02-13 3-05-07 0-03-12
T f f f ** HANGER BY OTHERS TO APPLY CONC. Design conforms to main windforce-resisting
12
LOAD(S) EQUALLY TO ALL MEMBERS. system and components and cladding criteria.
9.00 V M-1.5x3 4 --" Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
M-3x5 r,
2 0
1
C ci
0
l
M-3x9 �� a PR oFF
OM co NGIN /o
-57
0 1. M-3x8 M-6x10 .6c.et- t92�QPE �'
** I620# r,
1175# 620#,ir ** 1944# �; '�'
1753# •
J, ,i' y IL 4,OREGON\� �((�
9-01-01 3-10-15 /O qy 14, 2° P+
y 8-00 y � 'RRVLL
JOB NAME : 3410-D 9/12 - B GIRD EXPIRES:12/31/2015
Scale: 0.2930
WARNINGS: GENERAL NOTES,unless otherwise noted: tiN,P,RILL,,
1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and is for an individual . .,� WA$� `.1
Truss: B GIRD and Warnings before construction commences. building component.Applicability of design parameters end proper (� �,
2.204 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. Q' , r 0� �v1
3.Additional temporary bracingto Insure stabiG duringconstruction 2.Design assumes the top end bottom chords to be laterally braced at 4 .t.• i?, 0 'r
2'o.c.and at fl o.c.respectively unless braced throughout their length by f„ ,,. ,1;.,
DES. BY: BS is the responsiti ity of the ctor.Additional perms ent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). G7 1
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown+. y
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. .r f )R .� ^1
SEQ. : 6097677 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, { -.
design loads be applied to any component. and are for"dry condition"of use. ,r%iai 4 4,
TRANS I D: 41 2 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ✓ ' R 51398
necessary. Q f•
fabrication,handling,shipment and Installation of components. 7.
necessary.
Design assumes adequate drainage is provided. �' JGlST1'.R
6.This design Is furnished subject to the 6nitatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center Css ONAL0G
III I II II III IIII I II IIII IIII TPl/WTCA In BCSI,copies of which will be furnished upon request. git coincidentwith joint centernche. 1 '
9.Digits Indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek)
1111
I IIII This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR TRUSS SPAN 34'- 0.0" 1- 2=( 0) 68 2-14=( -984) 5104 3-14=( -98) 558 19-11=(-212) 286
BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-6784) 1402 14-15=(-1240) 6604 14- 4=( -590) 2952
WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 3- 4=(-6744) 1424 15-16=(-1284) 6866 14- 5=(-2946) 644
4- 5=(-5376) 1180 16-17=( -936) 5462 5-15=( -440) 2170
TC LATERAL SUPPORT <= 12"0C. UON. LOADING 5- 6=(-7062) 1542 17-18=( -938) 5462 15- 6=( -302) 1200
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 7=(-6398) 1364 18-19=( -410) 3068 6-16=(-1304) 360
DL ON BOTTOM CHORD = 10.0 PSF 7- 8=(-6398) 1364 19-12=( -514) 3102 16- 7=( -216) 132
TOTAL LOAD = 42.0 PSF 8- 9=(-4340) 932 16- 8=( -444) 1692
NOTE: 2x4 BRACING AT 24"OC UON. FOR 9-10=1-3504) 788 17- 8=( -12) 64
ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 10-11=(-3894) 792 8-18=(-4466) 964
ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 11'- 0.0" V11-12=(-4100) 792 18- 9=( -468) 2266
ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 11'- 0.0" V12-13=( 0) 68 18-10=( -442) 1830
OVERHANGS: 12.0" 12.0" 10-19=( -42) 322
ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0"
Connector plate prefix designators: ADDL: BC CONC LL+DL= 3061.0 LBS @ 11'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1004/ 4858V -208/ 208H 5.50" 7.77 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 34'- 0.0" -551/ 2915V 0/ OH 5.50" 4.66 KDDF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.]
7-11-11 11-01-06 3-00-01 10-06-04 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
I ( f T I MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100"
3-11-08 2-05-083-05-10 1-06-10 5-05-04 MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.105" @ 15'- 3.9" Allowed = 1.654"
4-00-03 2-03-082-07-04 3-03-094-11 MAX TL CREEP DEFL = -0.330" @ 15'- 3.9" Allowed = 2.206"
MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100"
f---1 5h#1` 1' 1 1' 1 1' MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133"
12 12 Jr ( 2 ( complete trusses required. MAX HORIZ. LL DEFL = -0.027" @ 33'- 6.5"
M-9x 6 Join together 2 ply with 3"x.131 DIA GUN
9.00 V 9.00 MAX HORIZ. TL DEFL = 0.065" @ 33'- 6.5"
Xx nails staggered at:
M-6x10 9" oc in 1 row(s) throughout 2x4 top chords, DESIGN ASSUMES MOISTURE CONTENT DOES
M-5x6 M-1.5x3 12 9" oc in 2 rows) throughout 2x6 bottom chords, NOT EXCEED 19% AT TIME OF MANUFACTURE.
N9.00 9" oc in 1 row(s) throughout 2x4 webs.
M-1.5x3 M-3x4 9 1M-7x8 Design conforms to main windforce-resisting
M-3x8 JM-8x46 7 8
-•z ** HANGER BY OTHERS TO APPLY CONC. system and components and cladding criteria.
�f-- LOAD(S) EQUALLY TO ALL MEMBERS.
M 3 M-1.5x3 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCgr ��-' 7-10,
/1�\/I 1 (All duration Enclosed, Ca ��� :, " �' •(Dir),
o `" r M load duration factor=1.6, �f'
co o �'�, / Truss designed for wind N�1N ��
A- �A_ "' 1,! _'\3 �� in the plane of the tru �.. y. /0/ 7
0 1d 15 16� 17 18 19 2 c:,
�9
I M-3x8 0 25" M-3x5 1 92�OPE
M-4x8 M-7x8(S) M-4x8
** M-1.5x3 M-3x4306ip"
18 "^ '10 =... e.
y y /, 1, , 1, 1, J, /4 v .,y�OREGON ,
1-00 7-07-15 y3-10y 2-101_4 10-00-121-00 '0 ,.'4'. 14, 2� `,`E'
yy 3-10 3-07-06 2-01-15 yy �FRRILV-
1-00 34-00 1-00
J O B NAME : 3410-D 9/12 - Cl Scale: 0.0800 EXPIRES:12/31/2015
WARNINGS: GENERAL NOTES,unless otherwise noted: ERRII;j,.44,
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual n Y
Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 4�c� cNWAS. 117, �'T
2.2x4 compression web bradng must be Installed where shown 0. Incorporation of component is the responsibility of the building designer. Q' Q. /- C C;'
2.Design assumes the top and bottom chords to be laterally braced at 4. '� r
3.Additional temporary bracing to insure stability during construction 'Rt
DES. BY: BS 2'o.c.and at 10'o,c.respect Hely unless braced throughout their length by ' h ,I= - ;;;, O
Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i,---w.,,
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracingii- 1�1 required where shown n ay1 {'f
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. : 6097678 non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment,
design loads be applied to any component. and are for"dry condition"of use. , - �`"'• .
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beoring at all supports shown.Shim or wedge II v i' $1398 ry/b
necessary.
fabrication,handling,shipment and installation of components. provided. 4f IST'E .e
7.Designlaesassumes adequateated o drainage is us, (i li
6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces oftruss,and placed so their center
111111111111111101
I I i 1I II I I I III I min
I IIII 7PIM/TCA in BCSI,copies of which will be furnished upon request. git cInd nae with jointpte center nche. �SIONAL �
IfI1�L 9.Digits Indicate size of plate in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector pngte design valves see ESR-1311.ESR-1988(MiTek)
110111111 . This design prepared from computer input by.
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 68 2-13=(-1509) 5396 13- 3=1 -258) 1004 8-19=(-2033) 859
2x6 KDDF #1&BTR T2 2- 3=)-7093) 2028 13-14=(-1328) 4454 13- 4=( -150) 1030 9-19=( -404) 1742
BC: 2x6 KDDF #1&BTR LOADING 3- 4=1-6363) 1874 14-16=1-1768) 5932 4-14=1 -284) 133 19-10=1 -130) 316
WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5258) 1761 15-17=( -64) 191 14- 5=1 -590) 2143
2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 8'- 0.0" V5- 6=(-4224) 1454 17-18=(-1797) 5492 14- 6=1-2072) 873
2x4 KDDF #1&BTR B TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V6- 7=(-5434) 1958 18-19=(-1661) 5106 6-16=1 -169) 886
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V7_ 8=)-5138) 1867 19-11=(-1081) 3580 15-16=( 0) 142
TC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V8- 9=(-3770) 1304 16-17=(-1737) 5332
BC LATERAL SUPPORT <= 12"OC. UON. 9-10=(-4758) 1570 16- 7=1 -77) 75
TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 8' 0.0"
TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 26'- 0.0" 10-11=(-4798) 1536 17- 7=( -387) 389
11-12=1 0) 68 • 7-18=1 -538) 223
NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18- 8=) -33) 617
ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF 1 625)
34'- 0.0" -996/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625)
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc + Laterally brace to roof diaphragm.
M,M2OHS,M16HS,M16 = MiTek MT series 'CONE. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.(
2)M-1x3 or equal at uprights (UON). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
JT 11: Heel to plate corner = 2.00" MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
7-11-11 18-00-10 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.238" @ 16'- 4.5" Allowed = 1.654"
T '( f f MAX TL CREEP DEFL = -0.476" @ 16'- 4.5" Allowed = 2.206"
MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 07100"
2-04-133-01-13 5-02-03 4-06 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133"
-f----( ? 1' I i 1' T
2-07-04-11-10 5-03 4-05-10 3-05-11 MAX HORIZ. LL DEFL = 0.120" @ 33'- 6.5"
I I T591.30# I 597.�0#
MAX HORIZ. TL DEFL = 0.198" @ 33'- 6.5"
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
M-6x8 system and components and cladding criteria.
12 M-5x10__ 12
9.00 M-4X4 M-4X10 \ j9.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
M-3x4 5 6 7 M-81\3x 6 9 V (All Heights), Enclosed, Cat.2 : . ,FRS(Dir),
° T2 •
M-1.5x3 load duration factor=l.6, ��� P OF��
M-3x4 4 10 Truss designed for wind 1•:+ (N Sj
o M18HS-3x183,( \\�,I� M-3x10 r'1 in the plane of the trus• ,` .1 O�z�l lit.
1 ��'i'4 i"•- � '92.OPE
0 2 I 13 5 1 7 1'8 1 9 1 0
IM-7x10 M-7x10 0,25" M-3x10 ,,o ! /!�/
M-3x4+ M-4x8 M-4x12 M-7x8(5) /``,_M ¢
- 13.75 M-1.5x3
, 12 , ), , y 1 y7L OREGON 1), A.
i. "ii/ 1.4 20 P-}.
2-05-08 3-08-11 -00-0 7-06-09
11,0 5-01-01 4-11-08 5-02-03 110 � PRO-
1-00 34-00 1-00
JOB NAME : 3410-D 9/12 - C 1 Xscale: 0. EXPIRES:12/31/2015
0800
WARNINGS: GENERAL NOTES,unless otherwise noted. oRRILj,.uI
1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual '�� WA$y
Truss: C 1 X and Warnings before construction commences, building component.Applicability of design parameters and proper t,
2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibitty of the building designer. '" �Q' r (,vim 2f'
2.Design assumes the top and bottom chords to be laterally braced at 4) �. /r ��r; ll
'p
Additional temporary bracing to Insure stability during construction 2'o,c.and at 10'o.c,respectively unless braced throughout their len th by A i O
DES. BY: BS Is the res nsibili of the erector.Additional ermanent bracin of (B +'-'+r'.. •.'*, 'Z.
responsibility P g continuous sheathing such as a aired where s and/orndrywall C).
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y
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. � � 1 ts¢_...tir --,-y
SEQ. : 6097 67 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �' - -
and are for'dry condition"of use. ,
design loads be applied to any component. .''� -
TRAN S I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 13 .R 51398 w
fabdcation,handling, nef
shipment and installation of components. 7.Dessessary.sign assumes adequate drainage is provided. It`L, G/$TER
6.This design is furnished subject to the Initations set forth by B.Plates shall be located on both faces of truss,and placed so their center
III I ill 111111 1111IIII TPI WfCA In BCSI,copies of which will be furnished upon request. pies coincide with joint center ices. sSIQNAL G
9.Digits indicate size of plate in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek)
EMI IIII This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-300) 1478 3-12=(-213) 207
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1927) 504 12-13=(-263) 1590 12- 4=(-156) 694
WEBS: 2x4 KDDF STAND; 3- 4=(-1708) 487 13-14=(-284) 1575 12- 5=(-566) 188
2x4 DF STAND A LOADING 4- 5=(-1289) 450 14-15=(-284) 1575 5-13=( 0) 200
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1561) 532 15-10=(-359) 1413 13- 6=( -74) 72
TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1295) 472 14- 6=( 0) 202
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-15=(-570) 164
8- 9=(-1708) 524 8-15=(-134) 692
LL = 25 PSF Ground Snow (Pg) 9-10=(-1927) 537 15- 9=(-210) 189
NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=( 0) 68
ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -254/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625)
Connector plate prefix designators: 34'- 0.0" -274/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.074" @ 14'- 8.4" Allowed = 1.654"
MAX TL CREEP DEFL = -0.150" @ 19'- 5.4" Allowed = 2.206"
9-11-11 12-05-07 11-06-19 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133"
5-00-10 4-11-01 4-05-03 5-00-08 1, 109- 4 1, 5-00-10 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5"
-11-1 4-09-0 MAX HORIZ. TL DEFL = 0.062" @ 33'- 6.5"
�i0-00
7 T 1' DESIGN ASSUMES MOISTURE CONTENT DOES
12 M-4x64 M- X4 M-3x8 8M-9x6 NOT EXCEED 19% AT TIME OF MANUFACTURE.
12
/- 9.00
6 NI 9.00 Design conforms to main windforce-resisting
system and components and cladding criteria.
CD Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
I , M-1.5x3 M-1.5x3
r-, I 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
c) o + + + load duration factor=1.6,
o� ,--1 Truss designed for wind loa 0 P R O1' ,
r
in the plane of the truss S1
CD I A A Ak Cr
1 IIZ1GINy
o 1 ti 12 3 i4 s 4 ,�l:o 92•OPE r
I
M-3x5 M-3x8 0.25" M-1.5x3 M-3x8 M-3x5
i
o •
,,.'" e:"
M-5x6(S)
pi
OREGON (�Vy y y y 32- II.
SV 1�
9-07-15 5-00-08 4-09 4-10-12 9-07-15 O 14.2° '7-
y y y y Ilef �
RRO.'1 00 34-00 1-00
JOB NAME : 3410-D 9/12 - C2 EXPIRES:12/31/2015
Scale: 0.1465
WARNINGS: GENERAL NOTES,unless otherwise noted: tRRILL
II
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual .q
Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper . '410 0Q WA$k �'!'�,
2.2x4 compression web bracing must be Installed where shown-i. Incorporation of component Is the responsibility of the building designer. F" Q /- "YG1 ..0
3.Additional temporary bracing to Insure stabiGry during construction 2.Design assumes the top end bottom chords to be laterally braced at ,:} 4 / 11. ),. .t
DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �wy„ O
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). .,"--'r
DATE: 10/27/2014 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. 'if 7 �lV.-
SEQ. : 6097680 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, r' c ,,, --T
design loads be applied to any component. and are for"dry condition"of use. „7p ,.h,. °r
TRANS I D: 41115 2 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if $L398 R
fabrication,handling, necessary. `<{r.
shipment and installation of components. 7.Design assumes adequate drainage is provided. %,4,513 8 4
8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center -wS
II II II l,Ill I III I IIII'I I II I IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. Digitsgit coincidentwith joint center lines. Ss1dNAL>"G
1 If'' 9.linesindicate size of plate In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design velum see ESR-1311,ESR-1888(MITek)
n1111111111II . This design prepared from computer input byPACIFIC LUMBER & TRUSS (DM) ,
LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-564) 2314 12- 3=(-121) 770 7-18=(-483) 177
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3013) 747 12-13=(-519) 2099 3-13=(-746) 396 8-18=(-155) 708
WEBS: 2x4 KDDF STAND; 3- 4=(-1908) 449 13-15=(-188) 1522 13- 4=(-196) 861 18- 9=(-215) 209
2x4 DF STAND A LOADING 4- 5=(-1401) 442 14-16=( -8) 55 13- 5=1-563) 235
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1523) 483 16-17=1-223) 1598 5-15=( -72) 280
TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-1521) 492 17-18=1-212) 1515 14-15=( 0) 79
BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 42.0 PSF 7- 8=(-1289) 427 18-10=1-313) 1413 15-16=(-214) 1553
8- 9=1-1708) 459 15- 6=1-167) 68
LL = 25 PSF Ground Snow (Pg) 9-10=1-1928) 477 16- 6=( -79) 137
NOTE: 2x4 BRACING AT 24"OC VON. FOR 10-11=( 0) 68 6-17=(-187) 41
ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17- 7=( -21) 190
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -230/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625)
Connector plate prefix designators: 34'- 0.0" -229/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M2OHS,M18HS,M16 = MiTek MT series [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.093" @ 16'- 4.5" Allowed = 1.654"
9-11-11 14-00-10 9-11-11 MAX TL CREEP DEFL = -0.186" @ 16'- 4.5" Allowed = 2.206"
�( 1 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100"
�2-09 7-02-11 1- 1-13 5-03 4-01-09 3-06-09 4-11-01 5-00-10 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133"
T .' '( 'f T T T . T
12 12 MAX HORIZ. LL DEFL = 0.061" @ 33'- 6.5"
M-3x4900 MAX HORIZ. TL DEFL = 0.101" @ 33'- 6.5"
.
9.00 I/ NI M-4x6M-3x8 M-3x9 M-4x6 DESIGN ASSUMES MOISTURE CONTENT DOES
4 5 b 8 NOT EXCEED 19% AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
Lr)
9M-1.5x3 system and components and cladding criteria.
"-i NssN
l + + Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
I M-3x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
l 3load duration factor=l.6, �DPROFSo o M 3x6111i x5 Mo Truss designed for wind los.. 6-
la: _ in the plane of the truss G(N d''
mol �j 1 '' 5x6 M-3x8 1315" 16 17 ,Il cD �. 4 0�9
0 o M-1.5x3 M-4x10 M-3x4 0.20 1 �+ /47
M-5x8 TOPE r
a 3.75 M-5x8(S) 41/11"/7x"
12 1, 1-07-05 ,,�v�•.~ OREGON (cry
J, y y y
y 2y 05- 7-02-07 y 4-11-08 3-11-13 4-01-09 9-07-15 y y 1L�Otir9Y 14, 2�N `I
1-00y 2y 05-08 8-08 22-10-08 y y M �R`�L V
1-00 34-00 1-00
JOB NAME : 3410-D 9/12 - C2XEXPIRES:12/31/2015
Scale: 0.1359
�(sRRILL
WARNINGS: GENERAL NOTES,unless otherwise noted: C"
1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual -1 de WASjiI��),
Truss• C2X and Warnings before construction commences. building component.Applicability of design parameters end proper
Incorporation of component is the responsibility of the building designer. '6'
2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ��- �; _it, �d 15
3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ;?"^ - �,
DES. BY: B$ is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywaIllBC). , '"-` -
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2n Impact bridging or lateral braving required where shown*+ 1/r// r
4.No load should be applied to any component until after all braving and 4.Installation of truss Is the responsibility of the respective contractor. 1O a .-,, "".)
SEQ. : 6097681 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �j'{ 4 ,,.--"
design loads be applied to any component. and are for"dry condition"of use. 'w. tie
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Designassumesssumes full bearing at all supports shown.Shim or wedge if 51398
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �0���'G/STE:0'
6.This design Is furnished subject to the Orrdtations set forth by 8.Plates shall be located on both laces of truss,and placed so their center 5' st1IJ
IIIIII I II II I III I VIII I II II II II IIII TPINJfCA in BCSI,copies of which will furnished upon request. lines coincide with joint center lines. S�O�f/�L v"
S.Digits Indicate size of plate In inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek)
IIIIIIIAll This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-13=(-345) 1492 3-13=1-208) 187
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1927) 364 13-14=(-311) 1604 13- 4=(-150) 696
WEBS: 2x4 KDDF STAND; 3- 4=(-1708) 551 14-15=1-318) 1585 13- 6=(-567) 184
2x4 DF STAND A LOADING 4- 5=( 0) 0 15-16=1-318) 1585 6-14=1 0) 205
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1289) 494 16-11=1-379) 1413 14- 7=( -80) 82
TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1561) 577 15- 7=( 0) 202
BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1290) 494 7-16=1-576) 183
8- 9=( 0) 0 9-16=(-148) 696
LL = 25 PSF Ground Snow (Pg) 9-10=(-1708) 551 16-10=1-208) 187
NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=1-1927) 564
ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 68
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Connector plate prefix designators: 0'- 0.0" -289/ 1542V -197/ 197H 5.50" 2.47 KDDF 1 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 34'- 0.0" -289/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series
'COND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
11-06-14 10-10-04 11-06-14 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.074" @ 14'- 8.4" Allowed = 1.654"
T ' MAX TL CREEP DEFL = -0.150" @ 19'- 5.4" Allowed = 2.206"
4-09-01 2-10 2-114 4-09-01
MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100"
5-00-10 T 1109- 4 T 5-00-08 ' 1109- 4 T 5-00-10 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5"
10-00 10-00 MAX HORIZ. TL DEFL = 0.062" @ 33'- 6.5"
T T T 4
,- 12 M-4x 6 5 8 12 DESIGN ASSUMES MOISTURE CONTENT DOES
9.001/ r M-33
x4 M-3x8 M-4x6 9 D0 NOT EXCEED 19% AT TIME OF MANUFACTURE.
a Design conforms to main windforce-resisting
system and components and cladding criteria.
0
1 M-1.5x3 M-1.5x3 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
,-1 3 + + 0 (All Heights), Enclosed, Cat.2 = .a ,FRS(Dir),
NI
load duration factor=l.6, ��1 • +OFe
Truss designed for wind 1.:. <(,,g..1
NG(N ss/i
Mo Mo in the plane of the trus.'.Yi fG 1a/���/ Q
A A %2 q`n .' 192S0r'PE 9<
CD
I M-3x5 M-33x8 )L 25" M-115 5x3 M-136 x8 M-3x5` of
Cr
M-5x6(S) -y` ,,OREGON1t �4/
J, y J, J' ), J, 7O 1" 14, 2O "tA
9-07-15 5-00-08 4-09 4-10-12 9-07-15 �P
J, J, J, ), MFF?R1��
1-00 34-00 1-00
JOB NAME : 3410-D 9/12 - C3 EXPIRES:12/31/2015
Scale: 0.1442
WARNINGS: GENERAL NOTES,unless otherwise noted: tg9 RRILL ,
I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - �
Truss: C3 end Warnings before construction commences. building component.Applicability of design parameters and proper • '4 0Q�`Aslf, :+).
2.244 compression web bradng must be installed where shown.. Incorporation of component Is the responsibility of the building designer. • VQ /- h'QC Yt' '
3.Additional temporary bracing to Insure stabitty during construction 2.Design assumes the top and bottom chords to be laterally braced at 4', P.• j, 11 5
DES. BY: B S2'o.c.and at 10'o.c.respectively unless braced throughout their length by -, r.,w
Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(TC)and/or drywall(BC).
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown..
SEQ. : 6 0 9 7 6 8 2 4.No load should be applied to any component until after alt bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4 /,� //
fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, „� ` -'")
design loads be applied to any component. and are for"dry condition"of use. // . .�,,,..
TRANS I D: 91115 2 5.CompuTrus has no control over and assumes no responsibility for the 8,Design assumes full bearing at all supports shown.Shim or wedge if d
p Po ty necessary. R 51398:�.,,�vw w
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. SIC` ilGrsTs
6.This design Is furnished subject to the Irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center ' '
ICI
III II I'll III I III I VIII III VIII II IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. git coincidewith jointaIn
lines. Sr�NAL • ,
Il�lhll
I.Digits indicate size of plate In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector Slate design vales see ESR-1311,ESR-1888(MITek)
'll'II IIIIIII , This design prepared from computer input by.
PACIFIC LUMBER & TRUSS (DM) •
LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=(-637) 2314 14- 3=(-143) 770 20-11=(-208) 187
BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=1-3013) 864 14-15=(-586) 2099 3-15=(-747) 391
WEBS: 2x4 KDDF STAND; 3- 4=1-1908) 554 15-17=1-293) 1522 15- 4=1-239) 861
2x4 DF STAND A LOADING 4- 5=1-1401) 514 16-18=1 -11) 55 15- 5=(-563) 277
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 18-19=(-317) 1598 5-17=1 -71) 289
TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=1-1523) 567 19-20=1-309) 1515 16-17=1 0) 79
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1521) 571 20-12=(-379) 1413 17-18=1-306) 1553
8-10=1-1289) 493 17- 7=(-179) 71
LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 0 18- 7=( -79) 137
NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=1-1708) 551 7-19=1-198) 48
ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-1928) 564 19- 8=( -26) 200
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=1 0) 68 8-20=1-483) 196
10-20=1-167) 708
OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -290/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series 34'- 0.0" -289/ 1542V 0/ OH 5.50" 2.47 KDDF 1 625)
11-06-14 10-10-04 11-06-14 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.
7-00-11 0-05f 06 9-01-09 1 X09-04 S-QO-10 f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
2-09f 1- MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
313 1111-�1 9-09-01 ? MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
T f T--f y f f f f MAX LL DEFL = -0.093" @ 16'- 4.5" Allowed = 1.654"
10-00 4-09-10 10-00 MAX TL CREEP DEFL = -0.186" @ 16'- 4.5" Allowed = 2.206"
T f f f MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100"
12 M-3x4 12 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133"
9.00 7 1.4-4x66 9 9.00 MAX HORIZ. LL DEFL = 0.061" @ 33'- 6.5"
4 M- x8 M- X9 09x6 MAX HORIZ. TL DEFL = 0.101" @ 33'- 6.5"
M
5 p DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 193 AT TIME OF MANUFACTURE.
�I M-1.5x3 Design conforms to main windforce resisting
o + 1 system and components and cladding criteria.
0 •
cy, M-3x43 Wind: 140 mph, h=23.6ft, TCDL=4.2,BC' 7-10,
m M o (All Heights), Enclosed, Ca 0� 3I• (Dir),
0
0 0
M-3x6 ��, a , I load duration factor=l.6, ¢ s'
r 2 1 f%'""4 1517"- - _ 3'o Truss designed for wind •,NGIN "o
�� M-5x6 M-3x8 6 a , �yq
M- .5x3 M-41x10 M- x4 0.25" M-3x5' of in the plane of the tru y._ ��Iz� 17 y
o c, M-5x8 '92!�PE r.
.a 3.75 M-5x8(S) ,/
12 - - 1-1 ...0 40401P"
J, y 1 '1' k 5 1 1 3� - y y is OREGON ([ice
�2y05-y8 7-02-07 y 4-11-08 '14-01-09 9-07-15 y y L 4, 1C• %�
1-00y 2-05-08 8-08 22-10-08 y y /O��RRIIL<3P}
1-00 34-00 1-00
JOB NAME : 3410-D 912 - C3XEXPIRES:12/31/2015
Scale: 0.1291
WARNINGS: GENERAL NOTES,unless otherwise noted: ,{� c,R .R8LL }�,
1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an Individual aV' ,e WAS• `,'
Truss: 03 X and Warnings before construction commences. building component.Applicability of design parameters and proper O Y`.7
• Incorporation of component is the responsibility of the building designer. Q' , ° .A
2.204 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 4 4 �, '!-
DES. BY• B S 3.Additional temporary bracing to Insure stability during construction T o.c.and at 10'o.c.respectively unless braced throughout their length by A-.. D?:, O
Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). 1'
DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I�y J , y}e
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. / f'' 1y
SEQ. : 6097683 fasteners are complete and at no rime should any loads greater then 5.Design assumes busses are to be used In a non-corrosive environment, o 4 err----
design loads be applied to any component. and are for'dry condition"of use. 1'
TRANS I D: 91115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If �f , 51398,0 .4,41
necessary. Q
fabrication,handling,shipment and Installation of components. 7.n Design assumes adequate drainage is provided. et6l$TB�Y'
6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,end placed so their center
VIII I I II III VIII I II II II II III TPIiWTCA In BCSI,copies of which will furnished upon request. lines coincide with joint cairn Ines.
� l ��
B.Digits indicate size of plate In inches.
MiTek USA,Inc./CompuTrus OmpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) sSIdNALE
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-13=(-424) 1499 3-13=(-200) 169
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1927) 648 13-14=(-418) 1612 13- 4=(-180) 698
WEBS: 2x4 KDDF STAND; 3- 4=(-1708) 639 14-15=(-426) 1584 13- 6=(-569) 226
2x4 DF STAND A LOADING 4- 5=( 0) 0 15-16=(-426) 1584 6-14=( -15) 219
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1292) 555 16-11=(-441) 1413 14- 7=(-102) 104
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1561) 672 15- 7=( 0) 202
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1298) 555 7-16=(-579) 224
8- 9=( 0) 0 9-16=(-177) 699
LL = 25 PSF Ground Snow (Pg) 9-10=(-1708) 639 16-10=(-200) 169
NOTE: 2x4 BRACING AT 24"OC UON. FOR $ 10-11=(-1927) 648
ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 68
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
M-1.5x9 or equal at non-structural 0'- 0.0" -351/ 1542V -198/ 198H 5.50" 2.47 KDDF ( 625)
vertical members (uon). 34'- 0.0" -351/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625)
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
M,M2OHS,M1BHS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
13-02-01 7-07-13 13-02-01 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
' MAX LL DEFL = -0.074" @ 14'- 8.4" Allowed = 1.654"
4-09-01 1- 4-13 1-04-09 4-09-01 1' MAX TL CREEP DEFL = -0.150" @ 19'- 5.4" Allowed = 2.206"
1 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100"
5-00-10 -02-0 5-00-08 -09- 1 5-00-10 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133"
10-00 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5"
:M-4x4+ 10-00 T MAX HORIZ. TL DEFL = 0.062" @ 33'- 6.5"
T f <-1M-4x4+
12 5 M-3x4 8 12 DESIGN ASSUMES MOISTURE CONTENT DOES
9.00 V M-4X6 -$ NM/- Q 9.00 NOT EXCEED 19% AT TIME OF MANUFACTURE.
M- x8 , M-4x6 Design conforms to main windforce-resisting
6 $ Ii system and components and cladding criteria.
CV v
Wind: 190 mph, h=29.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
r-, M-1"5x3 M-1.5x3 (All Heights), Enclosed, Cat.2 " •F FRS(Dir),
1 3 + + 0 load duration factor=l.6, ��i •P0P�
0
444441:
,_, Truss designed for wind 1.:. X 'fir?
S
in the plane of the trus 4 :k„.14%�� ll �0
M M G• '7'
A 1 .Q2. PE �r
o 1.1 M-3x5 M- x8 U425" M-1155x3 M-36x8 M-3x5 N o /'I�'".
f : .
M-5x6(5) 'OREGONyo, 1V�
1- 'if - /
y y y y y y iO 4Y 14, 20 -1-
y� 9-07-15 5-00-08 4-09 4-10-12 9-07-15 6� MFR RILL 0P
1-00 34-00 1-00
JOB NAME : 3410-D 9/12 - C4 EXPIRES:12/31/2015
Scale: 0.1313
WARNINGS: GENERAL NOTES,unless otherwise noted: .,:t10,11.41, , ,
1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual - u$ WAS �"l�
Truss: C4 and Warnings before construction commences, building component.Applicability of design parameters and proper Q0, -WAS/fp
.,
2.2x4 compression web braving must be installed where shown+, incorporation of component Is the responsibility of the building designer. C -
2.Design assumes the top and bottom chords to be laterally braced at 0 r
3.Additional temporary bracing to insure stability during construction Q" 'h, 'P •
DES. BY: B S 2'ac,and at 10'o,c,respectively unless braced throughout their length by r. ,1. ,1:z., O
Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). --.r,,
DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��/ J4.No load should be applied to any component until after all bracing
ng and 4.Installation of truss is the responsibilityof the respective contractor. _ LJ- .,,,„.,.„,D
S EQ. : 6097684 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,
design loads be applied to any component. and are for"dry condition'of use.
TRANS I D: 91115 26.Design assumes full bearing at all supports shown.Shim or wedge if ��
5.CompuTrus has no control over and assumes no responsibility for the necessary. 51398
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Ck �rCil tjt-� sY
6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both laces of truss,andplaced so their center
Kin
III I I I IIIII I II II III III TPI WTCA in BCSI,copies of which will be furnished upon request. git cIndicat with jointacenter Ones.
SSIONALE��
8.Digits Indicate size of plate in inches. •
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector gate design vetvps see ESR-1311,ESR-1g88(MiTek)
IIIIIIIIII Ii } This design prepared from computer input by
_ PACIFIC LUMBER & TRUSS (DM) •
LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-13=(-492) 1504 3-13=(-192) 162
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1927) 731 13-14=(-526) 1620 13- 4=(-237) 697
WEBS: 2x4 KDDF STAND; 3- 4=(-1708) 724 14-15=(-537) 1582 13- 5=(-569) 294
2x4 DF STAND A LOADING 4- 5=(-1297) 623 15-16=(-537) 1582 5-14=( -34) 233
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 16-11=(-504) 1413 14- 8=(-124) 126
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=)-1561) 783 15- 8=( 0) 202
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=( 0) 0 8-16=(-579) 292
8- 9=(-1303) 624 9-16=(-233) 698
LL = 25 PSF Ground Snow (Pg) 9-10=(-1708) 724 16-10=(-192) 162
NOTE: 2x4 BRACING AT 24"OC UON. FOR10-11=(-1927) 731
ALL FLAT TOP CHORD AREAS NOT SHEATHED $ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 68
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
M-1.5x4 or equal at non-structural 0'- 0.0" -414/ 1542V -198/ 198H 5.50" 2.47 KDDF ( 625)
vertical members (uon). 34'- 0.0" -414/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625)
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
0-02-06 MAX LL DEFL = 0.080" @ 14'- 8.4" Allowed = 1.654"
MAX TL CREEP DEFL = -0.150" @ 19'- 5.4" Allowed = 2.206"
14-09-05 �4-05-07 14-09-05 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100"
'1 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133"
�5-00-10 4-09-01 4-07-04 �4-07-074-11-10 4-09-01 5-00-10
MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5"
10-00 ,M-4x4+iiM-4x4+ 10-00 MAX HORIZ. TL DEFL = 0.063" @ 33'- 6.5"
T 1 T
DESIGN ASSUMES
12 7 M-3x8 12 NOT EXCEED19% AMOISTURE CONTENT
TIMEOFMANUFACTTURE.
M-3x4 c
9.00 `o 9.00 Design conforms to main windforce-resisting
M-4x6
'r.�1,1�N M-4x6 system and components and cladding criteria.
PI
o .,�,_ �n Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
VD (All Heights), Enclosed, Cat.2 n •' .FRS(Dir),
o M-1.5x3INFAWload duration factor=l.6, ��1 0F�C
-1.5X3 Truss designed for wind 1•:+ (N p�s�$'/
in the plane of the trus ,` g,,%" Pe 02
r-) f"1 '92 S O P E �`
O
of -3x5 M-1x8 01425" M-11.55x3 M-Yx8 M-3x5\ 2� 1 ,f'.w,.: ���
o M-5x6(5) cc
yy ,� OREGON, ki
i 9y14, c- P+
9-07-15 y 5-00-08 y 9-09 y 4-10-12 y 9-07-15 y y O MFaRIIL V
by
1-00 34-00 1-00
JOB NAME : 3410-D 9/12 - C 5EXPIRES:12/31/2015
Scale: 0.1188
WARNINGS: GENERAL NOTES,unless otherwise noted: .o.RiL1'
1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and Is for an individual a� O�V`As�f� ,'
TrussC5 and Warnings before construction commences. building component.Applicability of design parameters and proper
: incorporation of component Is the responsibility of the building designer. Q• Q+ C
2.2x4 compression web bracing must be Installed where shown+. '�
2.Design assumes the top and bottom chords to be laterally braced at 4 T �, .'�
DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ti .
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as ph/vrood sheathing(TC)and/or drywall(BC). c,3---,,'''
DATE: 10/27/2014 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 appied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. .0 y 7!1 rP,..7-:-t, --'"'>
5.Design assumes trusses are to be used In a noncorrosNe environment,
S EQ. : 6097685 fastens s are complete and at no time should any loads greater than 0 4 (d�.j
design loads be applied to any component. and are for"dry condition'of use. ✓,/i 1. . ,tY
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �� ��5 1398�,9ff
Sy
fabrication,handling,shipment and Installation of components. necessary.si
P Po 7.Design assumes adequate drainage Is provided.
4t' �rSTER
6.This design is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,end placed so their center
III II III I III I I II I II I I IIII TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center ices. - sSIONAL� G
S.Digits Indicate size of plate in Inches.
MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1BB8(Wel()
IIIIIIIIII II This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-213) 1627 3-10=(-239) 202
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1936) 411 10-11=(-153) 1369 10- 4=( -59) 463
WEBS: 2x4 KDDF STAND; 3- 4=(-1739) 458 11-12=(-153) 1249 4-11=(-612) 289
2x4 DF STAND A LOADING 4- 5=(-1269) 455 12- 8=(-226) 1417 11- 5=(-368) 1134
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1269) 455 11- 6=(-612) 289
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1739) 458 6-12=( -59) 464
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1936) 411 12- 7=(-239) 202
8- 9=( 0) 68
OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg)
Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -273/ 1542V -337/ 337H 5.50" 2.47 KDDF ( 625)
34'- 0.0" -273/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625)
17-00 17-00 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
'( T f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
5-10-06 • 5-06-13 5-06-13 5-06-13 5-06-13 5-10-06 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
1' ( T . f f f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
12 12 MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654"
9.001,// M-9x6 9.00 MAX TL CREEP DEFL = -0.147" @ 17'- 0.0" Allowed = 2.206"
MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100"
9.0" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133"
5 .
MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5"
n
M-5x6(S) M-5x6(S) MAX HORIZ. TL DEFL = 0.059" @ 33'- 6.5"
0.25" 0 25t' DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
4 6
it `4 Design conforms to main windforce-resisting
M
o system and components and cladding criteria.
t
o Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
c,, M-1"5x3 M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
,--I3 7 load duration factor=1.6,
Allk Truss designed for wind loads
in the plane of the truss oil
0 CD
I /Ak&
r,c:a. GIN
R,0,Fe
- /0
1 10 1 12 t 9 o
i M-3x5 M-3x4 0.25" M-3x9 M-3x5 0 / •�/`•PE 9<
All
M-5x8 (S) 41 CC
IL- , .OREGON�a •
A.
8-07-13 i. y 8-09-03 y 8-04-03 y 8-07-13 y 'O. 9y.•14,' . "E-
y f WEDGE REQUIRED AT HEEL(S). y y MRR10''6P
1-00 39-00 1-00
JOB NAME : 3410-D 9/12 - C6 EXPIRES:12/31/2015
Scale: 0.1539
WARNINGS: GENERAL NOTES,unless otherwise noted: ,,ERRII;L g .
1.Builder and erection contractor should be advised o1 all General Notes 1.This design Is based only upon the parameters shown and is for an individual .f1 WAS A.
Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper "4 �0'Q 144 )'
2.2x4 compression web bracing must be Installed where shown.. incorporation o1 component Is the responsibility of the building designer. tr C
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 r, ,�. it?
DES. BY: B S is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by A., ,I. 'r,,;;,, 0
the overall sWcture is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r+�F�`• �.
DATE: 10/27/2014 po N g 3.2x Impact bridging or lateral bracing required where shown++ C '
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. f r/ ,..^' \r -,„_1
SEQ. : 6097686 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,
design loads be applied to any component. end are for"dry condition"of use. F .4'' �'��^"`
TRANS I D: 411152 s.Design assumes full bearing at all supports shown.Shim or wedge i1 � ,. .II' ..,f,„51398,4, -Cq
5.CompuTrus has no control over end assumes no responsiblDty for the necessary.
fabrication,handling,shipment and Installation of components. O ,
7.Designlatesassumesadequatedraiothfaelaftruss,prodded. • �` GI'STER '
6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center
III II 11 41 III IIIIJ I III III I IIIIII TPIMyTCA in BCSi,copies of which wiD be furnished upon request. Digs cdicae with Jofntate Inr nche.9.Digits Indicate size of plate In Inches.
MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector pate design valvas see ESR-1311,ESR-1088(MiTek)
This
ign
red
om
III III ao �, ., PACIFIICsLUMBERe&aTRUSSr(DM)omputer input by.
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-76) 100 3-5=(0) 82
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 33 5-7=( 0) 0 6-5=(0) 18
WEBS: 2x4 DF STAND; 3-4=( -43) 87
2x4 KDDF STAND A LOADING
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -48/ 347V -51/ 101H 5.50" 0.56 KDDF ( 625)
OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -142/ 186V 0/ OH 1.50" 0.30 KDDF ( 625)
8'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625)
Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.)
M,M2OHS,M18HS,M16 = MiTek MT series
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.023" @ 2'- 3.8" Allowed = 0.170"
MAX TL CREEP DEFL = -0.044" @ 2'- 3.8" Allowed = 0.226"
3-11-11 MAX BC PANEL LL DEFL = -0.003" @ 4'- 0.1" Allowed = 0.254"
T f MAX BC PANEL TL DEFL = -0.075" @ 4'- 5.1" Allowed = 0.339"
12 MAX HORIZ. LL DEFL = 0.011" @ 7'- 9.2"
/- 9.001 4 -/ MAX HORIZ. TL DEFL = 0.016" @ 7'- 9.2"
DESIGN ASSUMES MOISTURE CONTENT DOES
f) NOT EXCEED 19% AT TIME OF MANUFACTURE.
M-3x9 r-
o Design conforms to main windforce-resisting
3 I system and components and cladding criteria.
(Tr
0
d�! IWind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
0-1 load duration factor=l.6,
M-3x6 Truss designed for wind loads
111
in the plane of the truss only.
o ►�7
U/- =mi M-3x9 0
o _�
I 6r-
0 1 M-3x5 0 '&0,00 PROFFS,s
s92S0PE 9r'
y y 1-
2-03-12
2-03-12 5-08-09
y > y y ,.04,,, •4//'"
1-00 2-05-08 8-00 5-06-08 -7 47 OREGON\t, ���
'PROVIDE FULL BEARING;Jts:2,4,71 �'
26 9}' 14, VP
Z.
4i R i k..�
JOB NAME : 3 4 10-D 9/12 - C J2 EXPIRES: 12/31/2015
Scale: 0.4630
WARNINGS: GENERAL NOTES,unless otherwise noted: v,leltRILL,, '��
1,Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual WA$• 'T
Truss: C J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 ov 14 T
" 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility o1 the building designer. '8' ,. o CO
2.Design assumes the top and bottom chords to be laterally braced at 16
3.Additional temporary bracing to Insure stability during construction O
DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by F _ y t .
Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). //+ " y�e:A:�; s.
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�r aRy
" 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the reaponsidlity of the respective contractor. r .or---,-
.,,,i,,,
� .(y ,CV.-
SEQ. :
-�-y
S E Q. : 6097687 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,
and are for"dry condition"of use. >.SA 'L, '
design loads be applied to any component. d�'
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If r' .+ 5139$
necessary. 'I" �Q '�
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. - �i�` �Gr$'('$X`'
6.This design Is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center �' S
11111111 II I II I II I I I 1111 III TPINJTCA In BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. sStdNAL� �
9.Digits indicate size of plata In inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek)
IMI
This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-49) 109 7-6=( 0) 18
BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-208) 0 6-8=(-75) 160 6-3=( 0) 68
WEBS: 2x4 KDDF STAND; 3-4=( -28) 40 3-8=(-165) 77
2x4 DF STAND A LOADING 4-5=( 0) 0
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF
BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -39/ 370V -38/ 120H 5.50" 0.59 KDDF ( 625)
3'- 10.9" -138/ 207V 0/ OH 1.50" 0.27 KDDF ( 625)
Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.'
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
5-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
1' . MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170"
5 MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226"
MAX LL DEFL = 0.000" @ 7'- 3.3" Allowed = 0.178"
12 MAX BC PANEL TL DEFL = -0.038" @ 4'- 7.3" Allowed = 0.273"
9.00 V MAX HORIZ. LL DEFL = 0.008" @ 7'- 3.3"
MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.3"
4
DESIGN ASSUMES MOISTURE CONTENT DOES
0o NOT EXCEED 19% AT TIME OF MANUFACTURE.
1 M-9x6 c Design conforms to main windforce-resisting
co 3 d, system and components and cladding criteria.
1
�� Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
M-3x6 Truss designed for wind loads
r� 98 in the plane of the truss only.
/ B
,c,
Tin, M-3x4 o M-1.5x3
i 1
1.1.....
� o F_cc PROFE0
M-3x5 01 ,' NGIN 'S/'o
Q '92)•PE 9<
1 y ) ir/
2-03-12 4-11-10 0-08-10 �r�pr►;
1-00 2-05-08 8-00 5-06-08 7L .y,OREGON,`p' l,`�
(PROVIDE FULL BEARING;Jts:2,4,81 �O 9y 14, Z�,�p,T
4 R10-
JOB NAME : 3410-D 9/12 - CJ3 EXPIRES:12/31/2015
Scale: 0.4243
WARNINGS: GENERAL NOTES,unless othervnse noted: _ tg,RRILL n
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ,� WAS �Q 1_
Truss: C J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 ov Ij`, '7).
2.2,4 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building designer. �" !� /- We
2.Design assumes the top and bottom chords to be laterally braced at _ •Q' '� r�,
3.Additional temporary bradng to insure stability during construction P'
DES. BY: BS e the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by jr ,2:,
continuous sheathing such as plywood ing(TCs and/or drywall(BC). Vj. 1.
DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown*+ P 74� •.
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. ',� „-y„ +
SEQ. : 6097688 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment,
design loads be applied to any component. and are for"dry condition"of use.
TRANS I D: 41115 2 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �'" � $1398 <y4
necessary. �+
fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage Is provided. OA, ISTBRY�
6.This design is furnished subject to the(irritations set forth by 6.Plates shall be located on both faces of truss,andplaced so their center
Mil
II IIII(I'll I IIII 'I IIII TPI WTCA In SCSI,copies which will be furnished upon request, Digit cindicae with joint tecenterin
Ines. �s'ZONAL G
U 9.Digits Indicate size of plate In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
IIIIIIIIIIIIII " This design prepared from computer input by,
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-49) 109 7-6=( 0) 18
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-208) 0 6-8=(-75) 160 6-3=( 0) 68
WEBS: 2x4 KDDF STAND; 3-4=( -28) 40 3-8=(-165) 77
2x4 DF STAND A LOADING 4-5=( 0) 0
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF
BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -39/ 370V -38/ 120H 5.50" 0.59 KDDF ( 625)
3'- 10.9" -138/ 207V 0/ OH 1.50" 0.27 KDDF ( 625)
Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
M,M20HS,M18HS,M16 = MiTek MT series / 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
5-11-11 MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170"
T 1 MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226"
A- 5 -/ MAX LL DEFL = 0.000" @ 7'- 3.3" Allowed = 0.178"
MAX BC PANEL TL DEFL = -0.038" @ 4'- 7.3" Allowed = 0.273"
12
9.00 V MAX HORIZ. LL DEFL = 0.008" @ 7'- 3.3"
MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.3"
4 DESIGN ASSUMES MOISTURE CONTENT DOES
t_ NOT EXCEED 19% AT TIME OF MANUFACTURE.
0
y 1
1� r`'1 Design conforms to main windforce-resisting
1 M-9x 6 osystem and components and cladding criteria.
0 3 c
•crO
_,, Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MW FRS(Dir),
load duration factor=l.6,
Truss designed for wind loads
M �� in the plane of the truss only.
8 ��
o A ��m M-3 x 4 ao M-1.5 x 3 �p PROF
p,01 • F
1 M-3x6 0 Co' NO(N4 gSS�O
M-3x5 I cC., -1017t 11 Z
9
?9 •OPE 1.'
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r
2-03-12 4-11-10 0-08-10 ./>�g,,, :. 'dr��"
70 CC'
y 1-00 y 2-05-08 y 8-00 5-06-08 3, -74. 47 OREGON ,`ttt
'PROVIDE FULL BEARING;Jts:2,4,8I Q 14, 2ERRIO-��`�'
M
JOB NAME : 3 4 10-D 9/12 - C J4EXPIRES:12/31/2015
Scale: 0.4192 ,
WARNINGS: GENERAL NOTES,unless otherwise noted: .A�RRTLL
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4'9Q WA$�
Truss: C J 4 and Warnings before construction commences, building component.Applicability of design parameters and proper Q t, .),
2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Q` 7 CT TP
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at •4
DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by F J' F
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllBC). y---'
DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2a 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. : 6097689 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, :� -
design loads be applied to any component. and are for"dry condition"of use. ,l •
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If r8' 4,51398�,. „ft./
necessary. Q f�.
fabdcation,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. I`zs GlSTBR
6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 'Sr G
i VIII I II II II i III I I II III I I I(III TPINVTCA In SCSI,copies of which will be furnished upon request. git coincide with jointcenterIn
ices. SINAL
9.Digits indicate size of t in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek)
11111110111
This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
•
LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-42) 51 7-6=( 0) 18
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-396) 285 6-8=(-67) 73 6-3=( 0) 69
WEBS: 2x4 KDDF STAND; 3-4=(-349) 323 3-8=(-75) 69
2x4 DF STAND A LOADING 4-5=(-138) 94
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 267V -93/ 264H 5.50" 0.43 KDDF ( 625)
3'- 10.9" -268/ 451V 0/ OH 1.50" 0.58 KDDF ( 625)
Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.3" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -100/ 162V 0/ OH 1.50" 0.26 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP KOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
'( 1' MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
/- 5 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.006" @ 2'- 4.4" Allowed = 0.170"
MAX TC PANEL TL DEFL = 0.008" @ 3'- 4.0" Allowed = 0.154"
01°°"°
MAX TC PANEL LL DEFL = 0.132" @ 7'- 4.5" Allowed = 0.487"
MAX TC PANEL TL DEFL = -0.116" @ 7'- 4.6" Allowed = 0.731"
12
9.00 I / MAX HORIZ. LL DEFL = -0.006" @ 7'- 3.3"
V MAX HORIZ. TL DEFL = 0.005" @ 7'- 3.3"
r
DESIGN ASSUMES MOISTURE CONTENT DOES
1 r1 NOT EXCEED 19% AT TIME OF MANUFACTURE.
0 0
1 4 Design conforms to main windforce-resisting
r system and components and cladding criteria.
M-9x6
3 Wind: 140 mph, h=23ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
�O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
M-3x6Truss designed for wind loads
rn IMIIIIIIIIme....._� =mpo in the plane of the truss only.
M-1.5x37 I/- oD PRO
FF
<<"\ Ss
0O /zi 9M-3x5
4, 17
T'
J, ), J, ), /
2-03-12 9-11-10 0-08-10 ,I,�'
1-00y 2-05-08 y 7-06-03 y y 12i ,yr OREGONN1� ,4/
8-00 1-11-11 Y 14' c- ‘,,v
(PROVIDE FULL BEARING;Jts:2,9,8,SI MSR RIl -
JOB NAME : 3410-D 9/12 - CJ5 EXPIRES:12/3112015
Scale: 0.2817 •
•
WARNINGS: GENERAL NOTES,unless otherwise noted: EB.RILL b
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual - y' WA$ y"
Truss: C J 5 and Warnings before construction commences. building component.Applicability of design parameters and proper J O� �„
2.2x4 compression web braving must be Installed where shown*. Incorporation of component is the responsibility of the building designer. wC
3.Additional temporary bracing to insure stability during construction
2.Design assumes the top and bottom chords to be laterally braced at 4� �Q �il . , 'Ct)
DES. BY: BS2'o,c.and at 10'o.c.respectively unless braced throughout their length by -A, x,,y d
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,-----.v.,, x - '
DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** ) �J 1-:''
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. !•�/1'vf Pi.''' \� -,-„1
SEQ. : 6097690 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, s ,..
design loads be applied to any component. and are for"dry condition"of use. p
TRANS I D: 41115 26.Design assumes full bearing at all supports shown.Shim or wedge if ,1 51398..
5.CompuTrus has no control over and assumes no responsibility for the necessary. Ott
fabrication,handling,shipment end installation of components. Q 'Q4
6.This design is furnished subject to the Irritations set forth 7.Designlatesassumes adequatenothfaces
drainage i os provided. placedIC,s al$'I'Lig G .
0 I by 8.Plates shall be located on both faces of truss,and so their center �1
111011111 II Il 11111111 I 111111111111 TPI/WTCA In BCSI,copies of which w I be furnished upon request. lines coincide with(Dint center lines.9S�aNP:L
9.Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector Nate design values see ESR-1311,ESR-1988(MiTek)
r.
IIII I IN This design prepared from computer input by.
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-34) 37 3-5=(-166) 130
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-72) 51
WEBS: 2x4 KDDF STAND 3-9=( -7) 3
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 373V -21/ 65H 5.50" 0.60 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 5.0" -25/ 219V 0/ OH 5.50" 0.35 KDDF ( 625)
M-1.5x4 or equal at non-structural
vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing]
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
C,CN,C18,CN18 (or no prefix) = CompuTrus, IncBOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
M,M2OHS,M18HS,M16 = MiTek MT seriesAND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.044" @ 2'- 11.1" Allowed = 0.291"
5-01-04 0-03-12 MAX TC PANEL TL DEFL = -0.051" @ 2'- 9.1" Allowed = 0.437"
12 �� Refer to CompuTrus standard MAX HORIZ. LL DEFL = 0.000" @ 5'- 1.3"
4.001 gable end detail for complete MAX HORIZ. TL DEFL = 0.000" @ 5'- 1.3"
specifications. DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
M-1.5x3
3 4 Design conforms to main windforce-resisting
system and components and cladding criteria.
I Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
I
load duration factor=1.6,
111111111111
o
Truss designed for wind loads
i in the plane of the truss only.
N
LI')
I
M _
III
IIII
ill
1 1 ►�5
M-3x4 M-1.5x3
c<&.0G
PR OFFS,
mac.) - WV/ io2
1, >4 ' .it e.92•OPE 7-
5-01-04 0-03-12i/
y y y rT I/",
1-00 5-05y OREGON ((�
b
L/O Aly 14, 2.0 P4
M'FPRO-0
JOB NAME : 3410-D 9/12 - DlEXPIRES: 12/31/2015
Scale: 0.5353
WARNINGS: GENERAL NOTES,unless otherwise noted. C•',BRILL 41
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual �7AS• '�.1•
Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper •1 pe tfp >,
Incorporation of component Is the responsibility of the building designer. Q'• Ct'
2 204 compression web bracing must be Installed where shown+.
2.Design assumes the top and bottom chords c be laterally braced et '�i �. lr,
3.Additional temporary bracing to Insure stability during construction
2'o.c.and at 10'o.c.respectively unless braced throughout their length by Z?�, 9
DES. B Y: B$ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 741';;:'
�'
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ d/y4.No loa
d should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ---^/
SEQ. : 6097691 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, (
design loads be applied to any component.
and are for"dry condition'of use. 7
T RAN S I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if `16' R 51398
necessary. f� �`�`_y
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is Provided. ff 4'0/STEW
6.This design Is furnished subject to the irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center
111
I I II III I 1110
III I I I II II nil
TPI/WTCA In BCSI.copies of which will be furnished upon request. Ones coincide with joint center ices. ��SIdNAL��G
9.Digits Indicate size of plate In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1711,ESR-1948(MiTek)
11111 1 IN
This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-34) 37 3-5=(-166) 130
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-72) 51
WEBS: 2x4 KDDF STAND 3-4=( -7) 3
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 373V -21/ 65H 5.50" 0.60 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 5.0" -25/ 219V 0/ OH 5.50" 0.35 KDDF ( 625)
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.044" @ 2'- 11.1" Allowed = 0.291"
5-01-04 0-03-12 MAX TC PANEL TL DEFL = -0.051" @ 2'- 9.1" Allowed = 0.437"
MAX HORIZ. LL DEFL = 0.000" @ 5'- 1.3"
12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 1.3"
4.0017
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
M-1.5x3 4 Design conforms to main windforce-resisting
3 system and components and cladding criteria.
IIIWind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10,
o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
'-' load duration factor=1.6,
r+ Truss designed for wind loads
o
i in the plane of the truss only.
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JOB NAME : 3410-D 9/12 - D2 EXPIRES:12/31/2015
Scale: 0.5295
WARNINGS: GENERAL NOTES,unless otherwise noted: .Kc1B.RfLL
1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual lam' WAS 9..
Truss: D2 end Warnings before construction commences. building component.Applicability of design parameters and proper .1 dQ 4,41 J
2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4' x', .'C''
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 J. it
DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. ` t., ; O
continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). 4
DATE: 10/27/2014 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. r ,, , . M�,. , ,,,,.._.,�
S E Q. : 6097692 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,
design loads be applied to any component. and are for"dry condition"of use. ;.. !. 4,41/1:7,--"-
T RAN S I D: 41115 26.Design assumes full bearing at all supports shown.Shim or wedge It
5.CompuTrus has no control over and assumes no responsibility for the necessary. '(f .� 5137,,,,,,,..„.....,.
'�Vfabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. - °jt+ (1rST �" `6.This design is furnished subject to the Grcitations set forth by 8.Plates shall be located on both faces of truss,and laced so their centerIIII IIII IIII IIIIII I Iit III IIIITPIM/TCA in BCSI,copies of which roll be furnished upon request. Digit cindicae with jofntate inr nche. p �sSrdNA
9.Digits Indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design vat4es see ESR-1311,ESR-1988(MiTek)
III Ill 11 III This design prepared from computer input by.
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-43) 57 3-5=(-212) 156
BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-89) 75
WEBS: 2x9 KDDF STAND 3-9=( -7) 3
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -65/ 927V -27/ 81H 5.50" 0.68 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 6'- 10.0" -33/ 279V 0/ OH 5.50" 0.45 KDDF ( 625)
M-1.5x4 or equal at non-structural
vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desi.n checked for net(-5 psf) uplift at 24 "oc spacin..
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
C,CN,C18,CN18 (or no prefix) = CompuTrus, IncBOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
M,M2OHS,M18HS,M16 = MiTek MT seriesAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.126" @ 3'- 5.6" Allowed = 0.391"
6-06-09 0-03-12 MAX TC PANEL TL DEFL = -0.166" @ 3'- 5.7" Allowed = 0.586"
T T T
12MAX HORIZ. LL DEFL = 0.000" @ 6'- 6.2"
4.0017 Refer to CompuTrus standard MAX HORIZ. TL DEFL = 0.000" @ 6'- 6.2"
gable end detail for complete
specifications. DESIGN ASSUMES MOISTURE CONTENT DOES
M-1.5x3 4 NOT EXCEED 19% AT TIME OF MANUFACTURE.
3 -'
Design conforms to main windforce-resisting
I system and components and cladding criteria.
Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
I load duration factor=l.6,
o Truss designed for wind loads
N in the plane of the truss only.
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JOB NAME : 3 410-D 9/12 - E 1 EXPIRES:12/31/2015
Scale: 0.5161
WARNINGS: GENERAL NOTES,unless otherwise noted: -AE�RTL1.., ,
1.Builder and erection contractor should be advised of et General Notes 1,This design is based only upon the parameters shown and is for an IndividualWAS• '`.�•
Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,4p� lip
2.204 compression web bradng must be installed where shown v. Incorporation of component Is the responsibiity of the building designer. Q' 4, C co
2.Design assumes the top end bottom chords to be laterally braced at 4 r�r ��
DES. BY: B S 3.Additional temporary bradng to insure stabiity during construction 1w;
2' and at 10'o.c.such as unless braced throughout their length by i '"
Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywal C). .-
DATE: 10/27/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown+* /7 f f
4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. ,�..,CO.--,�'( "-Pc}.2 -•�?
SEQ. : 6097693 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ✓
design loads be applied to any component. and are for"dry condition"of use. j~. - G 1 a.
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Mi bearing at all supports shown.Shim or wedge If r13 'Q 51398 4,
necessary.
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �If:' TG/STERE 1
6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center cS++ ONAL V"Cj
111111111111111111111 TPINJTCA in SCSI,copies of which will furnished upon request. lines coinddewith joint acenter lines. 1
9.Digits indicate size of plate in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
VIII IIIIIII This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-5=(-43) 57 3-5=(-211) 153
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 73
WEBS: 2x4 KDDF STAND 3-4=( 0) 0
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -66/ 428V -27/ 80H 5.50" 0.68 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 6'- 10.0" -32/ 278V 0/ OH 5.50" 0.45 KDDF ( 625)
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.128" @ 3'- 5.6" Allowed = 0.391"
6-06-04 0-03-12 MAX TC PANEL TL DEFL = -0.168" @ 3'- 5.7" Allowed = 0.586"
T T f
12 MAX HORIZ. LL DEFL = 0.000" @ 6'- 6.2"
4.00 D MAX HORIZ. TL DEFL = 0.000" @ 6'- 6.2"
DESIGN ASSUMES MOISTURE CONTENT DOES
M-1.5x3 NOT EXCEED 19% AT TIME OF MANUFACTURE.
3 4
Design conforms to main windforce-resisting
X system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
o (All Heights), Enclosed, Cai.2, Exp.B, MWFRS(Dir),
I load duration factor=1.6,
o Truss designed for wind loads
I in the plane of the truss only.
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JOB NAME : 3 4 10-D 9/12 - E 2 EXPIRES:12/31/2015
Scale: 0.5123
WARNINGS: GENERAL NOTES,unless otherwise noted: •
ERRIL'j,
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndividualwA k
Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters end proper .S 0. S ,
2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibiBy of the building designer. -- 'Q" 4, / rbf j
c 'Co
2.Design assumes the top and bottom chords to be laterally braced at �',1 'S .�. il
3.Additional temporary bracing to Insure stability during construction R` / Or
DES. BY: B S 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Ay, W., a'
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall�C). 'V,y-,v j,
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ q ) ✓
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. OP/, f `'�
SEQ. : 6097 694 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, g +
design loads be applied to any component. and are for"dry condition"of use. 7 �
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If " 51398' ,,4k-
fabrication,handling,shipment and installation of components. necessary. .,vO .p�,
7.Design assumes adequate drainage is provided. '�IC' GtSTS� 'w
6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both feces of truss,and placed so their center L'S 1 G0
III I II H!Mill
III III I III I I III III IIII TPINJfCA in BCSI,copies of which will be furnished upon request. git coincide with joint acenter lines. S ANAL
9.Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector Slate design sates see ESR-1311,ESR-1988(MiTek)
•, , U
IMF IIII r This design prepared from computer,input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 22
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -57/ 333V 0/ 47H 5.50" 0.53 KDDF ( 625)
3'- 9.2" 0/ 47V 0/ OH 5.50" 0.07 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 103V 0/ OH 1.50" 0.16 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.'
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.015" @ 2'- 5.4" Allowed = 0.215"
MAX TC PANEL TL DEFL = 0.014" @ 2'- 5.4" Allowed = 0.322"
12
9 00 ' MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2"
3 MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2"
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
/' ur1 Design conforms to main windforce-resisting
-i system and components and cladding criteria.
r
o
I Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl,
�
,,,_ load duration factor=1.6,
Truss designed for wind loads
01
o 1 i� in the plane of the truss only.
M-3x9
0 co�
, o PROF�j�FgSS
44, 17
1-00 9-00 9 jOPE f
'PROVIDE FULL BEARING;Jts:2,4,3' /me,
' 411011101P'
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JOB NAME : 3 4 10-D 9/12 - E 3 EXPIRES:12/31/2015
Scale: 0.7413
WARNINGS: GENERAL NOTES,unless otherwise noted: ;14-M1,
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is loran Individual WAS '1 r.
Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters end proper 4419 ov /ft
2.2x4 compression web bracing must be installed where shown.. Incorporation of component Is the responsibility of the building designer. C
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 / ;4'., +�
DES. BY: BS 2'ac.and at 10'o.c.respectively unless braced throughout their length by ,C, J. O
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�BC). • 'Z
DATE: 10/27/2014 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 seer all bracing end 4.Installation of truss is the responsibility of the respective contractor. ,O 1 ' ,q -
SEQ. : 6097695 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, f i i ~7
design loads be applied to any component. and are for"dry condition"of use. �7A .-!.^" r�"'�
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if G 4, 51398,.0 t44
necessary.
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. . iii' 'C==5110
6.This design Is furnished subject to the Initations set forth by 8.Plates shall be located on both laces of truss,andso their center laced
11111111111111111111 TPIAVTCA In BCSI,copies of which will be furnished upon request. linesDigit coincide with joint center Ines. p �Sf ONALI G
0.Digits indicate size of plate In inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
11E
II 1111 This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
WEBS: 2x4 KDDF STAND
LOADING Design conforms to main windforce-resisting .
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria.
TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF
BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
C,CN,C18,CN18 for no prefix) = CompuTrus, Inc g load duration factor=l.6,
Truss designed for wind loads
M,M20HS,M18HS,M16 = MiTek MT series
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
Note:Truss design requires continuous
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
3-08-09 0-03-12
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JOB NAME : 3410-D 9/12 - E4 EXPIRES:12/31/2015
Scale: 0.6054
WARNINGS: GENERAL NOTES,unless otherwise noted: L�•.[�,RRiLj,,,
1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual ��Q q�
Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper • 'Q" OQ WASyt�`Y),
2.2x4 compression web bradng must be Installed where shown+. incorporation of component Is the responsibility of the building designer. Q' 0 '�'
3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the tap and bottom chords to be lateraly braced at Q T r. j�
DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,such as plywood unless braced throughout their length by � ,f A."
DATE: 10/27/2014 po Nbuilding designer. continuous sheathing such as required ng(TC)and/or drywall(BC). oy-'
the overall structure Is the res nsibill of the 3.2x Impact bridging or lateral bracing where shown+* I} ,ei'
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. :1�1 y l r •,,,,,...,,1
SEQ. : 6097696 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /
design loads be applied to any component and are for"dry condition"of use. j, 1. ��.�"".
TRANS I D: 41115 2 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �i' S 1398 �y`�
necessary. provided. ..� q
fabrication,handling,shipment and installation of components. 1STB �'.
7.Plates assumescaeduonedthi faceIs �.t, (� fL
6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces o truss,and placed so their center
III II II III I II I VIII I I I II I I III
TPI/WTCA In BCSI,copies of which viii be furnished upon request. Tines coincide with Joint center lines. siS1�NAL�'�
8.Digits Indicate size of plate in inches.. r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector Rlate design values see ESR-1311,ESR-1988(MITek) r'
1
'
IIIIiI I III This design prepared from computer input by
I PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-106) 127 3-5=(-148) 123
BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-208) 97
WEBS: 2x4 KDDF STAND 3-4=( -41) 23
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -56/ 400V -37/ 118H 5.50" 0.64 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -116/ 39V 0/ OH 1.50" 0.06 KDDF ( 625)
Connector plate prefix designators: 8'- 0.0" 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
M,M2OHS,M1BHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.'
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TL CREEP DEFL = -0.003" @ 3'- 3.9" Allowed = 0.226"
MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178"
MAX TC PANEL LL DEFL = 0.005" @ 1'- 4.5" Allowed = 0.243"
3-11-11 MAX BC PANEL TL DEFL = -0.148" @ 4'- 0.9" Allowed = 0.462"
1 f
MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.3"
12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.3"
9.001/ M-1.5x3 4 -,
DESIGN ASSUMES MOISTURE CONTENT DOES
34
�) NOT EXCEED 19% AT TIME OF MANUFACTURE.
1
brDesign conforms to main windforce-resisting
system and components and cladding criteria.
LLD
Cf Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
v" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
I load duration factor=l.6,
on Truss designed for wind loads
in the plane of the truss only.
0
I /- w
P R OF
5 cc o FS,
1 M-3x4 M-1.5x3 ,] NGIN `SAO
44(
•
'PROVIDE FULL BEARING;Jts:2,4,51 •
ct '��PE 9f
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1-00 8-00 " ,y OREGON
�b �Cti
/0 Y 14, 2 �P`�-
�ER RIO-
JOB NAME : 3410-D 9/12 - J-2EXPIRES:12/31/2015
Scale: 0.4955
WARNINGS: GENERAL NOTES,unless otherwise noted: .I c3RRELL.,
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,�� 4 WAS!{
Truss: J-2 and Warnings before construction commences. building component.Applicability of design parameters and proper Q (� .h
2.2x4 compression web bracing must be installed where shown t. Incorporation of component Is the responsibility of the building designer. Q" �w ` >/� C� .6)
2.Design assumes the top and bottom chords to be laterally braced at It
3.Additional temporary bracing to insure stability during construction ++..
DES. BY: BS s the res nsib li of the erector.Additional manent bred of T a.c.and at 10'o.c.respectively unless braced throughout their length by
responsibility Pe n9 continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). "'"'�"
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��y 1�l
4.No load should be applied to any component until after all brodng and 4.Installation of truss is the responsibility of the respective contractor. p ..4...
SEQ. : 6097697 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, g ��
and are for"dry condition"of use, ,r,•,%F+N r.
design loads be applied to any component. �'
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if +� 51398 0 74
necessary. (� 1j10/
fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. ICS, �1'$'['L,R
6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �S
III III II III III I I II 'III'III TPIM?CA In BCS',copies of which will be furnished upon request. Digit cIndade with joint ain
fines.
�IONAL "
9.Digits Indicate size of plate In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek)
1111110111
IIIA III This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-106) 127 3-6=(-148) 123
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-208) 97
WEBS: 2x4 KDDF STAND 3-4=( -41) 23
LOADING 4-5=( 0) 0
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -57/ 400V -37/ 119H 5.50" 0.64 KDDF ( 625)
Connector plate prefix designators: 3'- 10.9" -100/ 151V 0/ OH 1.50" 0.19 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
5-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TL CREEP DEFL = -0.003" @ 3'- 3.9" Allowed = 0.226"
5 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178"
-/ MAX TC PANEL LL DEFL = 0.005" @ 1'- 4.5" Allowed = 0.243"
12 MAX BC PANEL TL DEFL = -0.148" @ 4'- 0.9" Allowed = 0.462"
9.00 VMAX HORIZ. LL DEFL = 0.001" @ 7'- 8.3"
MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.3"
M-3x4 4DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
3 '' VD
o Design conforms to main windforce-resisting
i system and components and cladding criteria.
0
,-I
IWind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
0
-- ...111111h11111111111111b... Am.
c` ��t.p P R OFFS
-6 s
0 1 M-3x9 M-1.5x3 ���� �f�� �ll! /o2
ct
19200PE �r"
(PROVIDE FULL BEARING;Jts:2,4,61
72_ 4,�RE
1 -00 8-00 y
OREGON ,A.<0iQ 9y 1.4 2p �`+7
`� 'RRIO- v
JOB NAME : 3 410-D 9/12 - J-3 EXPIRES:12/31/2015
Scale: 0.4604
WARNINGS: GENERAL NOTES,unless otherwise noted: 0.,1 RTLj;li ;
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual - .� �A$ t_
Truss: J-3 and Warnings before construction commences. building component.Applicability of design parameters and proper .1 OV k/� r),
2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Q' !� /-- 0 ''C�
2.Design assumes the top and bottom chords to be laterally braced at 4 i'"'c ,�, '.f+
3.Additional temporary bracing to Insure stability during construction @' !y.
DES. BY: BS I the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fti 4 y O
po ty continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). -ti „.:
DATE: 10/27/2014 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. f 7J.. -, -«�- '.,;,_....,z
SEQ. : 6097698 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,
design loads be applied to any component. 4:/is
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibilityand are for"dry condition"of use.
for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �s`✓'''"" .f+ 51398's,0 ��
fabrication,handli necessary. _�
ng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. oma' f'crsTelL
6.This design Is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center �'
III I I111111111111111111111111111111 TPINVTCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center fines. SSjONAL �G, "
9.Digits indicate size of plate In inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design veliles see ESR-1311,ESR-1988(MiTek)
I'I 1111111 , This design prepared from computer,input by,
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1) 76
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625)
1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123"
MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184"
MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354"
MAX BC PANEL TL DEFL = -0.078" @ 4'- 4.8" Allowed = 0.472"
1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9"
T f MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9"
12 DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
9.00 /
Design conforms to main windforce-resisting
system and components and cladding criteria.
3 -/
Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
( load duration factor=l.6,
o Truss designed for wind loads
o in the plane of the truss only.
o
1 M-3x4 x9 \c�'S<<'W) PN OFFo0
X4,5' to/Z7/T 111
-
923OPE r
41001r.,
„ , , ..... .
1-00 PROVIDE FULL BEARING;Jts:2,3,9 8-00 -411 1,0 /9:'
-yam 47. N
OREGO , 4.41
/O qy 14, V ." '
JOB NAME : 3410-D 9/12 - J-1 EXPIRES:12/31/2015
Scale: 0.5330
WARNINGS: GENERAL NOTES,unless otherwise noted: ',RRTLL 41
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual WAS '`.�.
Truss: J-1 and Warnings before construction commences. building component.Applicability of design parameters and proper A 0V FQ,� j
2.214 compression web bracing must be installed where shown v, incorporation of component is the responsibility of the building designer. 'r �w (' t.'
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 �. ��, �O
DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A, A �4:.•i is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,41....-4,-• �.
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown n+ IV
11141e^
/
I
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. . r! �y,q_,.-., ....----x
SEQ. : 6097699 fasteners ere complete and et no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, -
design loads be applied to any component. and are for"dry condition'of use. 'i N •.
-
- �,. �
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge If - 51395 4L/Z4''
necessary. '�
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Cit' r'CGrsTER`'
6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center
11111111111111111
II III III I I III I I III III I IIII TPIANTCA In BCSI,copies of which will be furnished upon request. igs coincide with jointacenter lines.
�sS1pNAL Cs
9.Digits indicate size of plate in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek)
10111111111
I' MIII This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF %1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-221) 228 3-7=(-262) 255
BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-280) 214
WEBS: 2x4 KDDF STAND 3-4=(-343) 312
LOADING ' 4-5=(-467) 432
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-193) 135
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF
OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Connector plate prefix designators: 0'- 0.0" -43/ 459V -151/ 427H 5.50" 0.73 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 10.9" -143/ 108V 0/ OH 1.50" 0.14 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 5.6" -394/ 597V 0/ OH 1.50" 0.76 KDDF ( 625)
7'- 8.3" -37/ 180V 0/ OH 5.50" 0.29 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 15'- 11.7" -150/ 230V 0/ OH 1.50" 0.37 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.)
15-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
T '( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.003" @ 3'- 3.9" Allowed = 0.170"
MAX TL CREEP DEFL = -0.004" @ 3'- 3.9" Allowed = 0.226"
MAX TC PANEL LL DEFL = -0.049" @ 6'- 1.0" Allowed = 0.284"
MAX BC PANEL TL DEFL = -0.162" @ 4'- 0.9" Allowed = 0.462"
MAX HORIZ. LL DEFL = -0.008" @ 15'- 10.9"
MAX HORIZ. TL DEFL = -0.008" @ 15'- 10.9"
12 DESIGN ASSUMES MOISTURE CONTENT DOES
9.007 NOT EXCEED 19% AT TIME OF MANUFACTURE.
VD o Design conforms to main windforce-resisting
1 system and components and cladding criteria.
5 0
I Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
,---1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
M-5x6(S) load duration factor=l.6,
Truss designed for wind loads
0.25" in the plane of the truss onl
3 . ���(} PR OFFS
v� " g�, NC INE�q `�/O
CC' '92SOPE 9r'
of 7
. o M-3x9 M-1.5x3
2_ 4, --REGON�p, ��. '
1-00 8-00 y 7-11-11 y /�/1, -- �L`aP+
PROVIDE FULL BEARING;Jts:2,4,5,7,6,6j
JOB NAME : 3410-D 9/12 - J-8 EXP.IRES:12/31/2015
Scale: 0.2343
WARNINGS: GENERAL NOTES,unless otherwise noted: ,JF,RRILL
1.Builder and erection contractor should be advised of all General Notes L This design is based only upon the parameters shown and Is for an individual .� WAS
Truss: J-8 and Warnings before construction commences. building component.Applicability of design parameters end proper J p4 10� J.
2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsiblity of the building designer.
3.Additional temporary bracing to Insure stadity during construction 2.Design assumes the top end bosom chords to be laterally braced at Q' CJ. '�
DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A.. �." O
ty.-
Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). . .,r r • 1.
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r/
4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsiNlity of the respective contractor. / �. _ t _,1
S EQ. : 6097700 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,
design loads be applied to any component. • and are for"dry condition'of use. 0 . ,.4.. C _rEgi--'".
TRANS I D: 41115 2 6.Design assumes full bearing at all supports shown.Shim or wedge if �r ��
5.CompuTrus has no control over and assumes no responsibility for the necessary. 51398,-,
fabrication,handling,shipment and installation of components. p Ci4' `pi rs,T�
7.Passumes adequateodon both
faces
isprovided.trussed, f;2 R
6.ibis design is furnished subject to the Irritations set forth by 6.Plates shall be located both laces oftruss,endplaced so their center
III I I I II I III I III I III IIII III III TPIANfCA in BCSI,copies of which will be furnished upon request. Digit coincide withjoint acenter Ines.
ssrONAL G
9.Digits Indicate size of plate In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 70.For basic connector Mate design values see ESR-3311,ESR-1988(MiTek)
III III III ' ' This design prepared from computer input by.
I PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-106) 127 3-6=(-148) 123
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-208) 97
WEBS: 2x4 KDDF STAND 3-4=( -41) 23
LOADING 4-5=( 0) 0
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -58/ 400V -37/ 120H 5.50" 0.64 KDDF ( 625)
Connector plate prefix designators: 3'- 10.9" -91/ 228V 0/ OH 1.50" 0.29 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.]
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100"
7-02-01 MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133"
MAX TL CREEP DEFL = -0.003" 0 3'- 3.9" Allowed = 0.226"
MAX TC PANEL LL DEFL = 0.005" 0 1'- 4.5" Allowed = 0.243"
MAX BC PANEL LL DEFL = 0.000" 0 4'- 3.4" Allowed = 0.346"
MAX BC PANEL TL DEFL = -0.148" 9 4'- 0.9" Allowed = 0.462"
12 MAX HORIZ. LL DEFL = 0.001" 9 7'- 8.3"
9.00 V MAX HORIZ. TL DEFL = 0.001" 8 7'- 8.3"
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
M-3x9 4 r"1 Design conforms to main windforce-resisting
1 system and components and cladding criteria.
3
PI
o
40P I Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
�5 � ° PR OF6-
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(PROVIDE FULL BEARING;Jts:2,9,6I O F�RV�L�P
JOB NAME : 3410-D 9/12 - J-5EXPIRES:12/31/2015
Scale: 0.4171
WARNINGS: GENERAL NOTES,unless otherwise noted: ol-RILL
.ii
1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -S� 4 W/�$� '`.�.
Truss: J-5 and Warnings before construction commences. building component.Applicability of design parameters end proper Q ry �s
• Incorporation of component Is the responslbiity of the building designer. Q' 2 C
2.2x4 compression web bracing must be Installed where shown t. A' v
2.Design assumes the top and bosom chords to be laterally braced at '4 Q. rL, �'
DES. BY• B S 3.Additional temporary bracing to Insure stability during construction
O
is the responsibili of the erector.Additional ermanent brad of ac.and at ea hin,such ply oodss braced throughout their length). .?i. /.
b P n9 continuous sheathing such as plywood sheatNng(TC)end/or drywalC). ,� ��./
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t* %)
4.No load should be appied to any component until after all bredng and 4.Installation of truss is the responsibility of the respective contractor. .� 7/. r� •
SEQ. : 6097701 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, A/ 1 -
design loads be applied to any component end are for"dry condition"of use. �. ,�.
TRANS I D: 41115 2 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If +� p $1398 W
necessary.
fabrication,handling,shipment and Installation of components. 7.n Design s assumes adequate drainage Is provided. �IC'�, r�r$Tex'�
6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both laces of truss,and placed so their center S+s, Ij
111
I I I II I III II III I II II III(III TPIM/TCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. IOIVAL
9.Digits indicate size of plate In inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
1111111011 This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-80) 49 3-7=(-56) 92
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-404) 348
WEBS: 2x4 KDDF STAND 3-4=(-408) 328
LOADING 4-5=(-275) 149
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-201) 5
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF
OVERHANGS: 12.0" 26.7" BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA
LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Connector plate prefix designators: 0'- 0.0" 0/ 367V -102/ 346H 5.50" 0.59 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 10.3" -225/ 480V 0/ OH 1.50" 0.61 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. . 7'- 8.3" 0/ 100V 0/ OH 5.50" 0.16 KDDF ( 625)
9'- 9.0" -298/ 584V 0/ OH 5.50" 0.88 KDDF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.[
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
T - MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.061" @ 11'- 11.7" Allowed = 0.222"
MAX TL CREEP DEFL = -0.074" @ 11'- 11.7" Allowed = 0.296"
MAX TC PANEL LL DEFL = 0.005" @ 1'- 4.5" Allowed = 0.243"
MAX TC PANEL TL DEFL = 0.006" @ 1'- 4.5" Allowed = 0.364"
MAX TC PANEL LL DEFL = 0.070" @ 7'- 1.8" Allowed = 0.441"
MAX BC PANEL TL DEFL = -0.170" @ 4'- 0.9" Allowed = 0.462"
MAX HORIZ. LL DEFL = -0.006" @ 9'- 6.3"
MAX HORIZ. TL DEFL = -0.006" @ 9'- 6.3"
DESIGN ASSUMES MOISTURE CONTENT DOES
up NOT EXCEED 19% AT TIME OF MANUFACTURE.
0
�. Design conforms to main windforce-resisting
o system and components and cladding criteria.
I
Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss o...SVD PRQFFS`c,' NGIN si0
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[PROVIDE FULL BEARING;Jts:2,4,7,5[ A RV��
JOB NAME : 3410-D 9/12 - J-6 EXPIRES:12/31/2015
Scale: 0.2913
WARNINGS: GENERAL NOTES,unless otherwise noted: , L+•�,ERRflL 4
1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual _SAS A r
Truss: J-6 and Warnings before construction commences. building component.Applicability of design parameters end proper �� �� ��t� )
2.2x4 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of the building designer. Q'- !u -. C'
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 r
DES. BY• BS is the responsibility of the erector.Additional permanent brecing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. C�'s.
DATE: 10/27/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). N
the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing required where shown+v 1'
SEQ. : 6097702 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. y (J�.0 t: 6. --^,1
fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, ��d```��' , •-
design loads be applied to any component. end are for"dry condition"of use. "! y •""�
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If µ/ I. �' 51398. dye
necessary. .Q .0
labdcation,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. O� 4181t0
6.This design is furnished subject to the irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center C('
III it I III I II I III II I VIII II III TPI/WTCA in SCSI,copies of which will be furnished upon request. Tinge coincideinitwith joint centerteinOnes.
s`SIONAL G .
S.Digits Indicate size of plate in inches.
MiTek USA,Inc./CompuTrus uTfus Software 7.6.6(1 L)-E 10.For basic connector late design values see ESR-1311,ESR-1686(MiTek)
II V'''III , This design prepared from computer.input by.
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-85) 29 3-7=(-34) 98
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-399) 405
WEBS: 2x4 KDDF STAND 3-4=(-412) 412
LOADING 4-5=(-285) 246
TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-103) 56
BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF
OVERHANGS: 12.0" 0.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Connector plate prefix designators: 0'- 0.0" 0/ 276V -129/ 365H 5.50" 0.44 KDDF ( 625)
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 10.9" -229/ 395V 0/ OH 1.50" 0.51 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.3" 0/ 85V 0/ OH 5.50" 0.14 KDDF ( 625)
9'- 6.3" -236/ 366V 0/ OH 5.50" 0.55 KDDF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.1" -70/ 112V 0/ OH 5.50" 0.18 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
13-11-11 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.'
T VERTICAL DEFLECTION LIMITS: LLL/240, TL=L/180
A112
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005"
MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006"
MAX TC PANEL LL DEFL = -0.003" @ 1'- 8.2" Allowed 0 0.243"
MAX TC PANEL TL DEFL = 0.005" @ 1'- 8.2" Allowed = 0.364"
MAX TC PANEL LL DEFL = 0.029" @ 6'- 8.6" Allowed = 0.441"
MAX BC PANEL TL DEFL = -0.157" @ 4'- 0.9" Allowed = 0.462"
MAX HORIZ. LL DEFL = -0.007" @ 13'- 8.4"
MAX HORIZ. TL DEFL = -0.007" @ 13'- 8.4"
1O DESIGN ASSUMES MOISTURE CONTENT DOES
0
._,
c)
,_,
I NOT EXCEED 193 AT TIME OF MANUFACTURE.
0
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
Truss designed for wind loo._ ��fl P R Qp
in the plane of the truss . NG(N Sj�
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4110111111F
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'PROVIDE FULL BEARING;Jts:2,4,7,5,61
JOB NAME : 3410-D 9/12 - J-7 EXPIRES:12/31/2015
Scale: 0.2666
WARNINGS: GENERAL NOTES,unless otherwise noted: �VRRI.Lj,,9,
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual WA$ '`7•
Truss: J-7 and Warnings before construction commences. building component.Applicability of design parameters and proper '4''<9 0� Iijt ,h
• 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 1.' �w 0 (('
3.Additional temporary bradng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 �. fir, .� `�
DES. BY: B S 2'o.c.and at 10'o.c.respectively unless braced throughout their length by tv A t.;. 0
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(6C).
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �7 _�,
4No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. t 1.. ,• ---,
.SEQ. : 6097703 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non<nrrosbe environment, j'
design loads be applied to any component. and are for"dry condition"of use. 7 •'� i.
TRANS I D: 41115 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If v� $1398 rv�
necessary. e
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �� rGtSTER
6.This design Is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center
III I I II I II II II III VIII I I III TPIANTCA In BCSI,copies of which will be furnished upon request. Tangs dicawith joint aIn
Ones. ��+sIONAL��G
9.Digits indicate size of plate In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1888(MiTek)
Fill This design prepared frcm computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-106) 127 3-6=(-148) 123
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-208) 97
WEBS: 2x4 KDDF STAND 3-4=( -41) 23
' LOADING 4-5=( 0) 0
TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -58/ 400V -38/ 120H 5.50" 0.64 KDDF ( 625)
Connector plate prefix designators: 3'- 10.9" -107/ 279V 0/ OH 1.50" 0.36 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ 145V 0/ OH 5.50" 0.23 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
II
( MAX TL CREEP DEFL = -0.003" @ 3'- 3.9" Allowed = 0.226"
$ MAX TC PANEL LL DEFL = 0.005" @ 1'- 4.5" Allowed = 0.243"
MAX BC PANEL LL DEFL = 0.000" @ 5'- 3.4" Allowed = 0.346"
MAX BC PANEL TL DEFL = -0.148" @ 4'- 0.9" Allowed = 0.462"
12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.3"
9.00 V
MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.3"
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
M-3x4 4 of system and components and cladding criteria.
cri
3 i1 I Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
�e ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
O �r�p P R pF�.
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'PROVIDE FULL BEARING;Jts:2,4,6I 'o� A RI�LIQ'P+
JOB NAME : 3 410-D 9/12 - J-4 EXPIRES: 12/31/2015
Scale: 0.3907
WARNINGS: GENERAL NOTES,unless otherwise noted: :l'c,RRI.LL
1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ,�L�� wAs 9 x.
Truss• J-4 and Warnings before construction commences. building component.Applicability of design parameters end proper Q� r� ��
2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. C
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at L7 �'� j. 'p
DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I. ' ;, a
continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). .G,,f.•
DATE: 10/27/2014 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 et bracing end 4.Installation of truss is the responsibility of the respective contractor. ,{'f/y 7:/ ,rei:1"
SEQ. : 6097704 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2 µl
design loads be applied to any component. and are for"dry condition"of use. ,,r,g, . .I4 .�.TRANS ,r-
I D: 411152 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If `�- �' 51398. w�
necessary. ,p
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. �i<' GiSTER _
6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center
1111111111111111111 TPIM/TCA in SCSI,copies of which will be furnished upon request. Digit coincideinwith joint te In
lines. • ��SIDNAL v��
9.Digits Indicate size of plate in Inches.
MiTek USA,Inc./CompuTrus us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITeYJ
III I 1111., This design prepared from computerrinput b; .
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 34
WEBS: 2x4 DF STAND
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 301V -19/ 73H 5.50" 0.48 KDDF ( 625)
OVERHANGS: 12.0" 0.0" 1'- 9.2" -31/ 26V 0/ OH 5.50" 0.04 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -22/ 41V 0/ OH 1.50" 0.07 KDDF ( 625)
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054"
f T MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.143"
12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9"
9.00 V MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9"
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
3 -/ Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
I load duration factor=l.6,
o,-, Truss designed for wind loads
I in the plane of the truss only.
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JOB NAME : 3410-D 9/12 - S J 1 EXPIRES:12/31/2015
Scale: 0.6205
WARNINGS: GENERAL NOTES,unless otherwise noted: _F'Q,ItRII,L ii
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual lam' WAS, ^j}�
Truss: S J 1 and Warnings before construction commences. building component.Applicability of design parameters end proper .� �Q lip 'l),
2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibitty of the building designer. ' tU C ,({o
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et )\'' P / .j.
DES. BY: BS s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A rI t d
continuous sheathing such as plywood sheathing(TC)and/or drywal�C). G.- 'Z
DATE: 10/27/2014 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 responsidlity of the respective contractor. y 1
SEQ. : 6097705 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,
design loads be applied to any component. and are for"dry condition"of use. rt ,v"1.. �,,
TRANS I D: 411152 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown,Shim or wedge if Fr' .y5 51398 <v
fabrication,handling,shipment and installation of components.p necessary. +� ..('1
7.Design assumes adequate drainage is provided. • ��Q �f3r5TE `Gv .
6.This design is furnished subject to the irritations set forth by 6.Plates shall be located on both faces of truss,andp laced so their center
'III II 0111111011011111111 11111
TPI/WTCA In BGS',copies of which will be furnished upon request. lines colnade with Joint center Anes. sS10NAL0
9.Digits Indicate size of plate in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek)
1E 111 IIIII • This design prepared from computer input by
PACIFIC LUMBER & TRUSS (DM)
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-283) 145
WEBS: 2x4 DF STAND 3-4=(-135) 0
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 23.7" 0'- 0.0" -17/ 145V -29/ 143H 5.50" 0.23 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -70/ 48V 0/ OH 5.50" 0.08 KDDF ( 625)
Connector plate prefix designators: 1'- 11.7" -278/ 431V 0/ OH 1.50" 0.55 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.'
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
0 4-
12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
9.00 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.039" @ 3'- 11.7" Allowed = 0.197"
MAX TL CREEP DEFL = -0.047" @ 3'- 11.7" Allowed = 0.263"
MAX TC PANEL LL DEFL = 0.009" @ 1'- 3.7" Allowed = 0.095"
cri
I
in
MAX TC PANEL TL DEFL = 0.011" @ 1'- 3.7" Allowed = 0.143"
MAX HORIZ. LL DEFL = -0.001" @ 1'- 10.9"
MAX HORIZ. TL DEFL = -0.001" @ 1'- 10.9"
3 DESIGN ASSUMES MOISTURE CONTENT DOES
I NOT EXCEED 19% AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
system and components and cladding criteria.
M-3x 6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
Truss designed for wind loads
Lc,
�� in the plane of the truss only.
0
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1
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, 5' l/z7/T
.7
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1-00 2-00 1-11-11
PROVIDE FULL BEARING;Jts:2,5,3I OREGON. t(f�
�LA.
'o:9 y 14 2-() t.4
MFR R I LA-
JOB NAME : 3410-D 9/12 - SJ2 EXPIRES:12/31/2015
Scale: 0.6102
WARNINGS: GENERAL NOTES,unless otherwise noted: tsivtikRiti,
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .c1 wAs A r.
Truss: S J 2 and Warnings before construction commences, building component.Applicability of design parameters and proper QV.' bit kt� T
2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Q' ", /". C .
2.
2.Design assumes the top and bottom chords to be laterally braced at 4 'S J J. 'P
3.Additional temporary bracing to Insure stability during construction �_ r,
DES. BY: BS 2'o.c.and at 10'o.c,respectively unless braced throughout their length by :9 ,r'_, O
Is the responsibility of the erector.Additional permanent bracing of 'continuous sheathing such as plywood sheathing(TC)and/or drywe0(BC), vj.•-�*
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown♦+ /y 7 f
4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. /� ( -
SEQ. : 6097706 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ' r
and are for"d condition"of use. a
design loads hass applied to avec aassut "dryr':- G. '
TRANS I D: 411152 6.Design assumes full bearing at all supports shown.Shim or wedge if s%" ,.13* ' C�
5.CompuTrus no control over and assumes no responsibility for the necessary. $139cv1
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Cit' �'181Ti$"
6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,andplaced so their center •
11111111111111111
I I I I II II II I II I�I I II I I(I'I TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincidedicatwith joint center lines. �Ss�ONAL- '
9.Digits indicate size of plate In inches.
MiTek USA,InC./COrflpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
III 1 1111
' This design prepared from computer „input by,
PACIFIC LUMBER & TRUSS (DM) •
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-293) 244
WEBS: 2x4 DF STAND 3-4=( -90) 64
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" 0/ 243V -55/ 166H 5.50" 0.39 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -46/ 35V 0/ OH 5.50" 0.06 KDDF ( 625)
Connector plate prefix designators: 1'- 10.9" -186/ 277V 0/ OH 1.50" 0.35 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -67/ 111V 0/ OH 1.50" 0.18 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
4 -1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = 0.004" @ 1'- 2.9" Allowed = 0.095"
12 ') MAX TC PANEL TL DEFL = 0.005" @ 1'- 2.9" Allowed = 0.143"
9.00 /
MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9"
MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9"
DESIGN ASSUMES MOISTURE CONTENT DOES
NOT EXCEED 19% AT TIME OF MANUFACTURE.
Design conforms to main windforce-resisting
t system and components and cladding criteria.
O
r-I
I Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
3 ,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
0 i the plane of the truss only.
on
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M-3x6 SSoNGIN /O
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s92SOPE 9T
1-00 2-00 3-11-11
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PROVIDE FULL BEARING;Jts:2,5,3,4 �L/ 4OREGON.\1), 4,
Y
O 14, 2 P`!-
MRRi0-0
JOB NAME : 3 410-D 9/12 - S J3 EXPIRES:12/31/2015
Scale: 0.4947
WARNINGS: GENERAL NOTES,unless otherwise noted: RRILL '
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IndividualSAS
Truss• S J 3 and Warnings before construction commences, building component.Applicability of design parameters and proper .1 oQ io. ,j.
2.2x4 compression web bracing must be Installed where shown 0, incorporation of component Is the responsibility of the building designer. • Q" r C '6'
2.Design assumes the top and bottom chords to be laterally braced at C41 'S /1 ' or jG
3.Additional temporary bracing to Insure stability during construction C'
DES. BY: BS 2'o.c,and at 10'o.c,respectively unless braced throughout their length by A. ,;;
is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - r!J« N .
DATE: 10/27/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .`
4SEQ. : 6097707 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. " Of f 11, '' -
�{
1 4 46,,o�41f//
a
design loads bee lied to anycomponent. and are for"dry condition"of use.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment,
""'.
TRANS I D: 411152 5.CompuTrus hes no control over and assumes no responsibili y for the 6.Design assumes full bearing at all supports shown,Shim or wedge if '' +Q 51398 44-
necessary.
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. CA. 4`C3rST0.8'
6.This design is furnished subject to the[imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center _ , . ,
II I II III III III I II II IIII III TPINJTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 4SSrONAL��G
9.Digits Indicate size of plate in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to,For basic connector plate design values see ESR-7371,ESR-1988(MITek)