Plans (41) "14-G T'.z-tet G -- 001- /
[]X CONFORMS TO DESIGN ODNCEP'r I � 6- c t) '/L-?v
CONFORMS TO DESIGN CONCEPT WITH CONFORMS TO DESIGN CONCEPT
r—I REVISIONS HQfED
NON-CONFORMING—REVISE&RESUBMR y °' `" 0 CONFORMS TO DESIGN CONCEPT WITH
n `CA ' Ixll '"_`°"` RN 0}.11.4.41 REVISIONS AS SHOWN
'l=1n ... USKt% GL Mil ". £3 .1 RCEsT 1,4 1
G mYE.� W a '7: ? 9 6 /I1 NON CONFORMIf G-REVISE AND RESUBMIT
:crnu.EEE"R+Attx LHPY.A{E.OG .'_5 W..,Khf. --..-_. -- __
—.crr�-.-ns^..+aE y
By Alexia Fukul Dr 522114 THIS SHOP DRAWING HAS BEE!REVIEWED FOR GENERAL CONFCiLLAACE
MtLBRAHDT ARCHITECTS I` Gk e ra m KITHTHEDESIGNGME>EPTG_Y?P NOT RELIEVE THE
FABRIGATOEI°HEHAOH OF 005000518. ODR.CONFORRA E WITH THE
CR1 r N s a•5 DESIGN INCNKS r. SPECIFIICATIOHS ALL OF*ITCH HAVE PRIORITY
OVER THI'f.1P r•-ING. CONTRACTOR SHALL 000IFF ALL DIMENSIONS.
�.. (,: (pp4) By: T = Date:Septecber 19,2014
Cl PN. :ER IG .TN( T_
CJ1 V - CJ'
.,— CJ2
CJ r CJ3
CJ4
CJ�.� Fa- 8:12
',Mace CM
cge 13
CJ8,_ - CJ8
CJA
CJ1L _. �J 10
'\\ 4 ......._ 14.114
�ig a
�' a1 al
a i)P\
a / 21o 12 _ CJ1
1!~12
CJ12 () 6 12 Ca
—
CJS
CJtL_ /
X0:1, f1S3
CJ1� O.
CJ tbt►saa� To
- CJ18
2t ...-•!,.7-I;- X1(2)
\ .�
10 12 I d _
s B- `m*'A 19=', ; ::'• N r' j R C ( R � C)
N N �-- f.. ,
°� °� °a t 1 GARAGE RIGHT
11'-8' I- 11-711?
40'-0' i
®Copyright CompuTrus Inc.2006
BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS
POLYGON NW 03/31/14 PLACEMENT ONLV.REFER TO
TRUSS CALCULATIONS AND
PROJECT TITLE REVISION-1: DRAWIFI RAi RILILIR ER
PLAN 5-D COFFER INFORMATION.BONDING
DESI NFORMATI N.B IL RECORD
a F., um er
PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLEFORALLNON-TRUSS
TO TRUSS CONNECTIONS.BUILDING
5 / D-D CHECKED BY. DESIGNER/ENGINEER EAPPROVVE OF RECORD TO & T IS i I;S S COMPANY
DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1 IC V
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.
®CONFORMS 1UDESIGN CONCEPT ® CONFORMS TO DESIGN CONCEPT
0 COW=TO DESIGN CONCEPT WENNo ❑
CONFORMS TO DESIGN CONCEPT WITH
NON{ONFORMING-REVISE B.RESUBMIT REVISIONS AS SHOWN
TS Sx9 C?iMif.w 63R N cYiID K!-J�tAli fiiaMY4� 401-0"
n° EE�t S.T,` ONFnRt ING-REVISE AND RESUBMIT
Mantrt5.4'CPC..5.0.UICFRtkJ.51^J4.LGI Cf W.3w wt:£
BMIR"">.£i 11 Alexia Fuku.'.
By Alexia Fukui RY.e 9/12/14 THIS SHOP GRAMIM HAS SEN REVIEWED FOR GENERAL COkFOR
DAHCE
MI LBR All DT ARCHITECTS WITH THE 050I00 CkrEPT ONLY AND DOES 10T RELIEVE THE
FAORICATOHIVEWOR OF RESH00SIBILITY FOR CONFORM ::WITH THE
I—a- N DESIGff��..OYJI AND SPEWI ONS ALL OF➢MICR HAVE P0100110
0� c71Cl) OVERS Eco NOAW11EG. CTOR SHALL VERIFY ALL OILGNSIOPIS.
V V : i dd• aton Date:September 19.2014
r I T : i EER/ G INC
CJ1 , I, �, CJ1
CJ4 � r s i
CJ5 i i j •�__ --�i
6:12 CJ6
_CJ7
CJ8 � ,.� CJ8
CJ9 CJ9
CJ10
�" CJ10
4 ; CJ11 CJ11
�oCJ10 ado ;
I� � CJ9 `r v
i v
CJ7
_',,
CJ6 . 12 CJ12 (5)
CJ5 �
_ . CJ13
��'� O'dira
CJ14
CJ16 �., A — CJ17
,'l .,
/ ,- { V " 114,1111
E 0 ' N MItr
N -a 4,
l m m m � 1
GARAGE LEFT I 9'$1/2"
11'-71/2° -1 11'-8" BERING
40'.,0"
®Copyright CompuTrus Inc.2006
BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS
POLYGON NW PLACEMENT ONLY.REFERTO _
03/31/14 TRUSSCALCULATIONSPND
PROJECT TITLE REVISION-1: DRRAAWINGSFOSTRUCTURAL
AALLUFUC RTHER ciffi•
PLAN 5-D COFFERNFORMATION.BUILD
DESI NER/ENGNEEROFRREECORD p 1.`'
RESPONSIBLE FOR ALL NON-TRUSS A
PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BURNING al
ti
5 / D-D CHECKED BY: DEGRNNGINAPEEROE ROCOARD TO VC TRUSS
C d M PA"
DESIGNS TO CONSTRUCTION
DELIVERY LOCATION: SCALE: REVISION-3: f
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.
1,
MiTek USA, Inc. / CompuTrus Software
Warnings & General Notes
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown+.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector.Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication,handling,shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPINVTCA in BCSI,copies of which will be furnished upon request.
GENERAL NOTES, unless otherwise noted:
1. This design Is based only upon the parameters shown and is for an individual
building component.Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2'o.c.and at 10'o.c.respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
3. 2x Impact bridging or lateral bracing required where shown++.
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non-corrosive environment,
and are for"dry condition"of use.
6. Design assumes full bearing at all supports shown.Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss,and placed so their center lines
coincide with joint center lines.
9. Digits indicate size of plate In inches.
10. For basic connector plate design,values see ESR-1311, ESR-1988(MiTek).
.rs G
.4,v i, g ??aiF
�� s/
wiO .. G� 4,,GtNEfi.1
•
• . , . ra .
tJt t '(d'4 Jt l'V'*v'
�tUNAL ;;/12"113
frillii' EXPIRES 613{)115
This design prepared from computer input by
1111111111This
LUMBER-BC
LUMBER SPECIFICATIONS 11-07-08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00
TC: 2x4 KDDF #1&BTR 11-07-08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11-04-08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=074) 4430
BC: 2x6 KDDF N166TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2. 3=(-4068) 864 9.10=(-1382) 6446 9- 4c)-4418) 994
WEBS: 2x4 ODE STAND 3- 4=(-2906) 618 10-11=(-2326) 10538 4.10=( -552) 2538
LOADING 4. 5e0996) 1538 11-12=(-2326) 10538 10- 5=(-4306) 998
TC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12-13=(•1910) 8634 11- 5e( •718) 3206
BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 2'- 0.0' V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5-12=(-2114) 342
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0' TO 9'- 7,5' V 7- 8=(-6686) 1490 12- Sc) -612) 2824
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5' TO 11'- 7,5' V 6-13.1-4768) 1062
NOTE: 2x4 BRACING AT 24'0C UON. FOR BC UNIF LL( 0,0)+DL( 20.0)= 20.0 PLF 0'• 0.0' TO 11'• 7.5' V BRG AREA
ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'. 0.0' TO 11'• 4.5' V BEARING MAX VERT MAX HORZ BOG LOCATIONS REACTIONS REACTIONS SIZE SQ IN. (SPECIES)
TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'• 0.0' 0'. 0.0' -682/ 3075V -34/ 41H 5.50' 4.92 KDDF ( 625)
OVERHANGS: 12.0' 0.0' TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 9'• 7.5' 11'- 7.5' -1228/ 5488V 0/ OH 5.50' 8.78 KDDF ( 625)
ADDL: BC CONC LL+DL= 3584.0 LBS @ 6'• 0.0'
Connector plate prefix designators: ICONO, 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.]
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180
M,M20HS,U18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
MAX LL DEFL = 0.001' @ -1'- 0.0' Allowed = 0.100'
--/e- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133'
Join together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060' @ 5'• 9.8' Allowed = 0.535'
nails staggered at: MAX TL CREEP DEFL = -0.178' @ 5'• 9.8' Allowed 0,714'
9' oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY
5' oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015' @ 11'- 2.0'
9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033' @ 11'- 2.0'
1-11-11 7-08-02 1-11-11 NOTE:Design assumes moisture content does
?
T f not exceed 19% at time of manufacture.
1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce•resisting
,21.30# 21.30# 12 system and components and cladding criteria.
12 Wind: 140 mph, h=20ft, TCDL=4,2,BCDL=6.0, ASCE 7-10,
10.00 Q 10.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
M-4x6 M-5x8 in the plane of the truss only.
M-3x8 M-4x10 M-3x8
5 6
/' / - M 5x10
1.1 , I 4 L 4411
r
v I0F 1'I '4� IIIII `n A- I I o
J�-
9 10 11 12 13 _ 5 O
M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8
3584#
1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14
/ b /
1-00 11-07-08
��00 PR o,te
JOB NAME: POLYGON PLAN 5-D NH - AH1 Scale: 0.4231 �� INS /
WARNINGS: GENERAL NOTES,unless otherwise noted: *.P E 7
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 y
and Warnings before construction commences. building component.Applicability of design parameters and proper //'
Truss: AH 1incorporation of component Is the responsibiity of the building designer.
2.2x4 compression web bredng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at
3.Additional temporary bredng to Insure shaft during construction 2'cc.and at 10'o.e.respectively unless braced throughout their lengtll by `+FIs '�
DES. BY: L J is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or d ywall(BC). �'"
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown++ S OREGON �Q
4.No load should be tippled to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. 7 A �>k
SEQ. : 6 05129 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonwrorresIveenvironment, / 41' Z� .k�
design loads be applied to any component. and ere tar'dry condition'of use. a 1 4,. T-
• TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.nDeeCegsnSe assumes on bearing at all supports shown.Shim or wedge It f P'.
fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. M�cR R`t_"
6.This design Is furnished subject to the irritations set forth by E.Plates shall be locatedorsboth faces of truss,and placed so their center
INVTCA
BCSI,codes of
111111111111111111111 MTe SAnlflo Inc./CompuTrus ISoftwafe 7.6.6(1 L)E request. 10.Forasic lines con ectorde with oint center Ines.
plate design values see ESR-1311,ESR-1988(MITeW '
9.Digits Indicate size of late In Inches.
EXPIRES:12/31/2015
4.
IIIIIIII VIII This design prepared from computer input by .
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF A13BTA LOAD DURATION INCREASE = 1.15
72
BC: 2x4 KDDF N1&BTR SPACED 24.0. O.C. 2.3x(•64) 38 2-40(0) 0
TC LATERAL SUPPORT <= 12'0C. 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
OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES)
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' -68/ 301V •23/ 81H 5.50' 0.48 KDDF ( 625)
Connector plate prefix designators: 1'• 9.2' -32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 1'• 11.7' •24/ 42V 0/ OH 1.50' 0.07 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for netl•5 psfl uplift at 24 'oc spacing.'
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100'
1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133'
MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.054'
MAX IC PANEL TL DEFL = -0.002' @ 1'• 2.9' Allowed = 0.196'
12 MAX HORIZ. LL DEFL = 0.000' @ 1'• 10.9'
10.00 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9'
NOTE: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=20ft, TCDL=4,2,BCDL=6.0, ASCE 7-10,
'1 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir),
0 load duration factor=1,6,
co
Truss designed for wind loads
0 in the plane of the truss only.
0
0
N
M/-
0
M-3x4
1 y y
1-00 2-00
'PROVIDE FULL BEARING:Jts:2.4.3I
R
JOB NAME : POLYGON PLAN 5-D NH - AJ1 Scale: 0.6772 �0����4 PNS OP"ea
WARNINGS: GENERAL NOTES,unless otherwise noted: 41� f.frrrrrrffffff�I! J -vI"
of
1.Builder and erection contractor should be advised en General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 . 0 P E r
Truss: AJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper /
2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibilty of the building designer.
BY: LJ 3.Additional temporary bracing to insure stability during construction
2.Design assumes the top and bosom chords to be laterally braced at
Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o,e.ouchrespectivelyaly unless braced throughout their length)by
,..-4",11110;..-
DES. 4t✓�.. _
DATE: 9/5/2014 the overall structure la the responsibilityrf the designer. continuous sheathing such as plywood required In ere s and/or drywall C.
building 9 3.2x1mpactboftrus orleterenponsnptheresreshown++ OREGON4.Q
4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the to sidnty of the respective contractor. ,(v
SEQ. : 6051300 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, }'L /Lj9Y O,�b
design loads be applied to any component. and are for"dry condition'of use. /
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responslWlity for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14} 2 -'�-
fabseatlon,handling,shipment and Installation of components. necessary. /1,� p`
6.This design Is furnished subject to the Irritations set forth 7.Designlatesassumes adequate onne both drainage is provided.ss,a. % �R)��,.
I IIIIII 11111111111111111 VIII HMI I IIIIby 8.Plates shall be located faces of truss,and placed so their center
7PIANiCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E es.
0.FForr9. its basicscate sizeconnectorplate desiglate in n values see ESR-1311,ESR-1996(Wok)
EXPIRES:12/31/2015
Ilk
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 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) 72 2.4=(0) 0
BC: 2x4 KDDF H1&BTR SPACED 24.0' 0.C. 2-3=(-96) 73
IC LATERAL SUPPORT <= 12'0C. 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 SO.IN. (SPECIES)
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625)
1'- 9.2' -10/ 63V 0/ OH 5.50' 0.10 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'• 11.7' -68/ 100V 0/ OH 1.50' 0.16 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 ICOND. 2: Desisn checked for net(-5 osf) uplift at 24 'oc ssacina.l
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180
BOTTOM CHORD CHECKED FOR 10PSF 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'
12 -/ MAX BC PANEL LL DEFL = 0.002' @ 1'• 0.1' Allowed = 0.054'
MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.072'
10.00
MAX HORIZ. LL DEFL = -0.001' @ 3'- 10,9'
0 MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9'
NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
system and components and cladding criteria.
ce Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
o
0 load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
co/- , •
v
o -1
M-3x4
y b y y
1-00 2-00 1-11-11
[PROVIDE FULL BEARING:Jts:2,4,31
AP
PRQFFss
JOB NAME: POLYGON PLAN 5-D NH - AJ2 Scale: 0.6371 \�A '"E
WARNINGS: GENERAL NOTES,unless othendse noted: ' OP E 1'
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is far an individual
and Warnings before construction commences. building component.Applicability of design parameters and proper
Truss: AJ 2Incorporation of component Is the responsld[ity of the building designer. A
2.7x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �
1.Additional temporary bracing to Insure stability during construction 2'o.a and at 10'a c.respectively unless braced throughout their Ienath by / 'p!,- 1
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as ptyv ood sheathing(TC)and/or drywall(C). am CC
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L OREGOt�h� ��(/
4.No load should be applied to any component until after ail bradng and 4.Installation of truss is the responsibility of the respective contractor.
SEQ. : 60513 01 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, - y
design loads be applied to any component. and are for*dry condition'of use. 2
TRANS I D: 407 540 s,CompuTrus has no control over and assumes no responsibility for the 6.necessary.DSignassumes full bearing at all supports shown.Shim or wedge if 4% .4/),
14, �gP
fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage Is provided. R R I LL
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
IIIIII II II VIII IIID(III'VIII II II(III(IIITPIANTCA In BCSI,copies of which furnished upon request. 9.Digits indicate size
Nnes coincide with joi nt plate inrinches.
10.
MITek USA,lnC./COmpuTru9 Software 7.6.6(1L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 5'. 8.7' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00
TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE o 1.15
BC: 2x4 UDE g168TR SPACED 24,0' O.C. 1.2=( 0) 72 2.4=(0) 0
2-3=(•138) 101
TC LATERAL SUPPORT <= 12.00. 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 BOG REQUIRED BAG AREA
OVERHANGS: 12.0• 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES)
TOTAL LOAD = 42.0 PSF 0'• 0.0' -27/ 313V -63/ 178H 5.50' 0.50 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5': 9,2' -55/ 142V 0/ OH 5.50' 0.23 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 8.7' 99/ 146V 0/ OH 1.50' 0.23 KODF ( 625)
M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design chegyed for net(-5 Psfl uplift at 24 'oc spacing.'
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.003' @ -I'. 0.0' Allowed = 0.133'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX TL CREEP DEFL = -0.003' @ -I'. 0.0' Allowed = 0.133'
MAX BC PANEL LL DEFL = 0.005' @ 1'• 0.1' Allowed = 0.054'
MAX BC PANEL IL DEFL = -0.004' @ 1'- 0,1' Allowed = 0.072'
12 )Fr
MAX HORIZ, TL DEFL = -0.001' @ 5'• 7.9'
10.00 7
NOTE: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=21.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10,
C.- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
cTruss designed for wind loads
in the plane of the truss only.
tri
m
c -
0
0
M-3x4
y * y y
1-00 2-00 3-08-11
'PROVIDE FULL BEARING:Jts:2,4.3(
JOB NAME : POLYGON PLAN 5-D NH - AJ3 ,i,,,‘) PROFF
Scale: 0.5270 ... 'N T1s'/
WARNINGS: GENERAL NOTES,unless othemtse noted: C(/� v/5/f O*
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 C' 0 923.,P E �r
Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper y
2.2x4 compression web bracing must be Installed where shown+, Incorporation of component is the responsid /ity of the building designer. / ,.
3.Additional temporary bredrq to Insure stedGty during construction D ES. Et Y. L J 2.Design assumes the top and bottom chords to be laterally braced at
Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.e,respectively unless braced throughout their length by
continuous sheathing such as
DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesl plywood sheathing(TC)and/or drywall(BC), `7!.. ��
9nor. 3.2x Impact bridging or lateral bracing required where shown++ '--49 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. '9`/ �,OREGON O� �C(/'
SEQ. : 6051302 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment,
TRANS I D• 407540 design loads be applied to any component and are for'dry condition'of use.
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 Q 14 _Q A""�'^
!abdication,handling,shipment and installation of components. necessary. s p 1 �`-
6.This design is furnished subject to the Imitations set forth by 7.Plates shn all belocated adequate
facesla truss,and placed so their center � R R 11�
IIIIII II II VIII VIII VIII I III VIII III III) MTek USA CA nines/CorrlpuT 9which
S0ftware 7.6.6(1 L)-E request. lines 9,Di10. gicate fofiIn
basic connector platea designhelves see ESR-1311,ESR-1999(MiTek)
EXPIRES:12/31/2015
This design prepared from computer input by
11.
1E111111This
LUMBER-BC
TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0
BC: 2x4 KDDF #1&BTRBT
TC: 2x4 KDD #10111SPACED 24.0' O.C. 2-3=(-64) 38
TO LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
OVERHANGS: 12,0' 0.0' TOTAL LOAD
DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -68/ 301V -23/ 81H 5.50' 0.48 KDDF ( 625)
42.0 PSF 1'- 9.2' -32/ 28V 0/ OH 5.50' 0.04 KODF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -24/ 42V 0/ OH 1.50' 0.07 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 ICOND. 2: Desitin checked for nett-5 ssfl uplift at 24 'oc spacin0.1
REQUIREMENTS OF IBC 2012 AND IflC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF 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'
T 4' MAX TO PANEL TL DEFL = -0.002' @ 1'- 2.9' Allowed . 0.196'
MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9'
12 MAX HORIZ, TL DEFL = -0.000' @ 1'- 10.9'
10.00 7 NOTE:Design assumes moisture content does
not exceed 19W at time of manufacture.
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),
load duration factor=1.6,
Truss designed for wind loads
rn in the plane of the truss only.
0
0
0
N
cl
Cr
0
O
0� ►�� 4►�
M-3x4
y y 1-
1-00 2-00
(PROVIDE FULL BEARING:Jts:2.4.3i
�0...(3P R OFFS
JOB NAME : POLYGON PLAN 5-D NH - ASJ1 Scale: 0.6772 tt�° "a/5/lPs/°.�
WARNINGS: GENERAL NOTES,unless otherwise noted: 1' 0 920 0P E r
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 en Individual
Truss: ASJ 1and Warnings before construction commences. building component.Applicability of design parameters end proper
2.2x4 compression web bracing must be Installed where shown*. Incorporation of component Is the reaponsibiOty of the building designer.
3.Additional temporary bracingto Insure stablf during construction 2.Design assumes the top and bottom chords to be laterally braced at ��'
mpo ry ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `•®.-- Q
DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(6C). "
DATE: 9/5/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+« OREGON b A.4.No load should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor.
SEQ. : 60513045.Design assumes trusses are to be used In a non-corrosive environment, AL1'6414
M.y y 1 a ZON A .
fasteners are complete and at no time should any loads greater than 9
design loads be applied to any component, and are or ry condition'of use.
6,Design assumes full beating at all supports shown.Shim or wedge if
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. <�F3`��
fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided.
S.This design is furnished subject to the Bnitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center
IIIIII 11111
11111
11111
VIII VIII VIII Ill IIII TPIMITCA in SCSI,copies of
( ftrequest. size
MTUSA,Inc./CompuTrus Software 7.6.6(1L)E s aioce with joint center hes.
UDigitsclof plate
alectorplte design inches.
see ESR-1311,ESR-1988(MITa10
EXPIRES.12/31/2015
,
i
111111 1H111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #16BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0.00.00 TO 14-11-08 1- 2=(-4208) 990 1-12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562
BC: 2x6 KDDF #1QBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12.13=(-1126) 4566 12. 3=(•1854) 526 18- 8=(-1012) 4520
WEBS: 2X4 KDDF STAND; 3- 4.(-4726) 1198 13-14= -674) 2628 3.13- -126) ( )
2x6 KDDF #2 A LOADING ( ) ( -) 5758 9.19= •-714 4
4. 5=( •996) 4070 14-15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114
LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15-16=( •580) 2416 14- 4=( -368) 1860
TC LATERAL SUPPORT <= 12'OC. CON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 4'- 0.0' V 6- 7=(-5838) 1502 16.17=( •528) 2170 4.15=(-7398) 1894
BC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0' TO 15'- 11.5" V 7. 8=(•4484) 1176 17.18=(-1390) 5802 15- 5=( -740) 282
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5' TO 19'- 11.5' V 8- 9=(-3932) 1020 18.19=(•1390) 5802 15- 6=(-8356) 2104
BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'• 0.0' TO 19'- 11.5' V 9.10=(•5328) 1322 19.10=( -908) 3932 16- 6=( •128) 754
NOTE: 2x4 BRACING AT 24'OC UON. FOR BC UNIF LL( 521.9)+0L( 354.9)= 876.8 PLF 0'• 0.0' TO 14'• 11.5' V 10.11=1 0) 72 6-17=( •678) 2882
ALL FLAT TOP CHORD AREAS NOT SHEATHED
17. 7=( "714) 3176
TC CONC LL( 100,0)+DL( 28.0)= 128.0 LBS @ 4'- 0,0"
TC CONC LL( 100,0)+OL( 28.0)= 128.0 LBS @ 15'• 11.5' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 0.0' 12.0' ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'• 0.0" -912/ 3929V -83/ 74H 5.50' 6.29 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = orm uTrus Inc 8'- 7.3' -2972/ 11613V 0/ OH 3.50' 7.82 KDDF (1485)
M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5' -934/ 3796V 0/ OH 5.50' 6.07 KDDF ( 625)
( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
_,,� Join together 2 ply with 3'x.131 DIA GUN
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND, 2: lesion checked for net(-5 psi) uplift at 24 'oc soacino.I
nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
9' oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY MAX LL DEFL = •0.032' @ 4'- 1.6• Allowed 0.400'
5' oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.062' @ 4'- 1.6' Allowed = 0.533'
9' oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = 0.036' @ 14'• 1.5' Allowed = 0,537'
9' oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = •0.100' @ 14'- 1.5' Allowed = 0.717'
MAX LL DEFL = •0.001' @ 20'- 11,5' Allowed = 0,100"
MAX TL CREEP DEFL = -0.001' @ 20'• 11.5' Allowed = 0.133'
1-11-11 7-10-05 2-05-03 3-08-10 3-11-11
T T T .' MAX HORIZ. LL DEFL = -0.009' @ 19'- 6.0'
1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ, TL DEFL = 0.020' @ 19'- 6.0'
T 12 T 4128# T ' ' '' T ,V128# T NOTE:Design assumes moisture content does
12 12 not exceed 19°e at time of manufacture.
10.00 7 10.007 7j10.00 Design conforms to main windforce•resisting
M-4x6 M-4x6 system and components and cladding criteria.
7 M-4x8
8 Wind: 140 mph, h=20,9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10,
D , (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir),
M 4x6 load duration factor=1.6,
M-5x16 Truss designed for wind loads
M-5x1# M-3x4 M-5x12 M-1.5X3 in the plane of the truss only.
3 4 5
D 6mm:a
r ��'���'!1�,tilg Ch
- 12 13 14 15 16 v 17 Ti 19 8 M-5x8 M-4x6 M-3x60M-1,5x3 M-7x8 M-4x8 M-3x6 M-5x1ESSI1
1. ), )- y M-8x14), ), y 4..3584# y y
1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 I6
), y ), y0
8- 04-08 0-05-08 11-01-08 1-0
, ) ,k
(PROVIDE FULL BEARING Jts:1.15 101 19-11-08 1-00
JOB NAME: POLYGON PLAN 5-D NH - BH1 Scale: 0.2765 �5��' GPN e�7sso
WARNINGS: GENERAL NOTES,unless othervdse noted: �� Ott]]vs7/ /t.!
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 . t 7G,0 P E r•-•
Truss:Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper ///
2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsiblaty of the building designer. - - -
DES. B Y: LJ 3.Additional temporary bracing to Insure stabl#ty during construction 2.Design assumes the top end bottom chords to bo laterally braced at
is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by .1411w
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
„....etr���
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.* A (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. '37 OREGON �.
SEQ. : 60513 05 fasteners are complete and at no time should any Mads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L- ?1 Y ON. A.
design loads be applied to any component and are for"dry condition"of use.
/
TRANS I D: 407540 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 Q 14 2 �t�
fabrication,handling,shipment and Installation of components. necessary. M�'rl R i 1r�
6.This design Is furnished subject to the Irritations sot forth 7.Designlatesassumes adequateodondrainage is provided.s -
IIIIIII VIII VIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center
TPIANiCA In BCSI,copies of which wit be furnished upon request, noes colndde with joint center tines.
MITek USA,Imc./ComlpuTrus Software 7.6.6(1 L)-E 10.Forrits basic connector plcate size of ate design e in values see ESR-1311,ESR-1968(MiTek)
EXPIRES:12/31/2015
INA This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
IC: 2x4 KDDF #14,BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0
BC: 2x4 KDDF AISBTR SPACED 24.0' 0.C. 2-3=(-67) 43
TC LATERAL SUPPORT <= 12'0C. 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 BAG REQUIRED BAG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' .52/ 294V -23/ 81H 5.50' 0.47 KDDF ( 625)
1'- 10.9' -73/ 68V 0/ OH 1.50' 0.11 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0' 0/ 33V 0/ OH 5.50' 0.05 KDDF ( 625)
C,CN,CI8,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 psfl uplift at 24 'pc spacing.'
REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF 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' @ •1'- 0.0' Allowed = 0.133'
1' ' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078'
MAX TO PANEL LL DEFL = 0.003' @ 1'- 3.7' Allowed = 0.131'
MAX BC PANEL TL DEFL = 0.003' @ 1'- 7.7' Allowed = 0.206'
12 MAX BC PANEL TL DEFL = •0.005' @ 1'. 12.0' Allowed = 0.206'
10.00 7 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9'
MAX HORIZ. TL DEFL = •0.000' @ 1'. 10.9'
NOTE:Design assumes moisture content does
-/ not exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
system and components and cladding criteria.
0 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
as (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
o load duration factor=l.6,
c Truss designed for wind loads
o in the plane of the truss only.
N
thi-
RPAIPJIIIIINIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIII
O
M-3x4
L. y y
1-00 4-00
'PROVIDE FULL BEARING:Jts:2,3,4I
���EO PR°Fe-
J OB NAME: POLYGON PLAN 5-D NH - BJ1 Scale: 0.6882 �c;\
G(" /�
, '/5/!P i-5,
WARNINGS: GENERAL NOTES,unless otherwise noted: -�' 7-92$SPE f
1.Builder end erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual
Truss: BJ 1 end Warnings before construction commences. building component.ApplicabOtly of design parameters and proper
9 Incorporation of component is the responsibitty of the building designer.
2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at
3.Additional temporary bracing to insure stablity during construction T ex..and at 10'o.c.respectively unless braced throughout their length by
DES. BY: LU is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dr wall(EC). �Q
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ OREGON �C/
SEQ. : 60513 06 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. 7` �b,
fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in anon-corrosive environment, y
design loads be applied Co any component and are for"dry condition"of use. A.
/Q '� 14 2 tA��
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6'Des!
assumes full bearing at all supports shown.Shim or wedge If illen 1 �`
fabrication,handling,shipment and Installation of components. 7.Desi n sumes adequate drains a Is provided. R R I L
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
WO be
upon
urnished
Pnes colndde with Joint center Ines.
IIIIII I IIVIII 1111111 VIII Iilll 1111 1111 MITPe USA,Inc./CompuTrus lSoftwaref 7.6.6(1 L)E request. 0.Forr9. (ts basic con ectote sizerplfate design vallate In ues see ESR-1311,ESR-198e(MITek)
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by ,
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 4'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00
TC: 2x4 KDDF 111SBTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0
BC: 2x4 KDDF 918BTR SPACED 24.0. O.C. 2-3=(-95) 77
IC LATERAL SUPPORT <= 12'0C. 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' -35/ 332V -44/ 132H 5.50' 0.53 KDDF ( 625)
3'- 9.2' 0/ 49V 0/ OH 5.50' 0.08 KDOF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 106V 0/ OH 1,50' 0.17 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
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.)
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'
3-11-11 MAX TC PANEL LL DEFL = 0.042' @ 2'- 5.3' Allowed = 0.305'
MAX TC PANEL TL DEFL = 0.039' @ 2'- 5.3' Allowed = 0.458'
MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9'
12 ./ MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9'
10.00 NOTE:Design assumes moisture content does
(, not exceed 1915 at time of manufacture.
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, he20.9ft, TCDL=4,2,BCOL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
to load duration factor=1,6,
o Truss designed for wind loads
co in the plane of the truss only.
0
w
co
--/-
4-
a
o/`_' 4►
M-3x4
), ), y
1-00 4-00
'PROVIDE FULL BEARING:Jts:2,4,3)
PRO
JOB NAME : POLYGON PLAN 5-D NH - BJ2 Scale: 0.5e24 `��� �� IN pF1FT�`'61
WARNINGS: GENERAL NOTES,unless otherwise noted: ��/� r rn�l r r
1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown end is for an individual =92J•,.OP E c-
Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters end proper
2.244 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'c.c.and at 10'o.c.respectively unless braced throughout their length by 4/�
Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �r -'
DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bredng required where shown++ Q
4.No load should be tippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON
SEQ. : 60513 07 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, 7` hJ Nth A.
design loads be applied to any component, and are for"dry condition"of use. / '�.}> ZQ ..�,
TRANS I D: 4075406.Design assumes full bearingat ail supports shown. Q 1
5.CompuTrus has no control over end assumes no responsibility for the g PP Shim or wedge If 4
necessary. / C?)
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. "r R R t. v
6.This design Is furnished subject to the Irritations set forth by B.Plates shell be located on both faces of truss,and placed so their center
urnished upon
lines coincide with jint center Ones.
IIIIII VIII VIII VIII VIII VIII VIII'III'IIII/WTCA In SCI,copies of whch will beMtiTPe USA,Inc./CompuTrusISoftwaref 7.6.6(1 L)E request. 10.For basic connectoro
oplate design values see ESR-1311,ESR-1988(Weir)9.Digits Indicate size of plate In Inches.
EXPIRES:12/31/2015
111111(111111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0
BC: 2x4 KDDF k1&BTR SPACED 24.0' 0.C. 2.3=(-205) 171
3-4=( -58) 25
IC LATERAL SUPPORT <= 12'OC. UON. LOADING
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES)
0'- 0.0' -16/ 314V -64/ 179H 5.50' 0.50 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2' -139/ 216V 0/ OH 1.50' 0.28 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 9.2' 0/ 42V 0/ OH 5.50' 0.07 NODE ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9' -30/ 48V 0/ OH 1.50' 0.08 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.!
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'
MAX TC PANEL LL DEFL = 0.009' @ 1'- 10.0' Allowed = 0.286'
I) MAX TC PANEL TL DEFL = -0.008' @ 1'- 11.4' Allowed = 0.428'
12 t
10.00 7 MAX HORIZ. TL DEFL = -0.002' @ 5'- 8.2'
NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
system and components and cladding criteria.
jo Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
o load duration factor=l,6,
Truss designed for wind loads
in the plane of the truss only.
es
c -y
c ► 510=
M-3x4
J, y ), y
1-00 4-00 1-08-15
(PROVIDE FULL BEARING:Jts:2.5.3.4I '
0) PROp
JOB NAME : POLYGON PLAN 5-D NH - BJ3 Scale: 0.5270 ``` 5�1 '0
WARNINGS: GENERAL NOTES,unless otherwise noted: o f
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- (-,
Truss: BJ 3 and Warnings before construction commences, building component.Applicability of design parameters and proper
Incorporation of component Is the responsibility of the building designer.
2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bosom chords to be laterally braced at
3.Additional temporary bracing to Insure stablaty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fir. ..
DES. BY: L U is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / .,-.
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �(jQ
4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor.
SEQ. : 60513 08 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, l� 'if so �A
design loads be applied to any component and are for-dry condition"of use. Q 14 (y
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at ell supports shown.Shim or wedge If f7
fabrication,handling,shipment and installation of components. necessary. MD'R R`{ \
7.Design assumes adequate drainage Is provided. C' b
6.This design is furnished subject to the anitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center
11111 IN II II(III I III( III 11111
(III which7.6.6(10-E request.
MTe USA,Inc./CompuTrus$Oftware 0ore ratFbis conectoplte design values see ESR-1311,ESR-1988(MiTek)
EXPIRES:12/31/2015 •
1111111 This design prepared from computer input by -
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE . 1.15 1-2=(-48) 41 1•3=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0. 0.C.
TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -13/ 98V -18/ 42H 5,50' 0.16 KDDF ( 625)
Cnnect8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 1'- 9.2' 0/ 25V 0/ OH 5.50' 0.04 KDDF ( 625)
1'- 11.7' 39/ 51V 0/ OH 1.50' 0.08 KDDF ( 625)
M,M2OHS,M18HS,M18 = MiTek MT series
LL = 25 PSF Ground Snow (Pg)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc soacinO.)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL.L/180
MAX TC PANEL LL DEFL o 0.003' 0 1'- 2.9' Allowed = 0.131'
BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP
MAX TC PANEL TL DEFL = 0.002' @ 1'- 2.9' Allowed = 0.196'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9'
MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9'
1 11 11 NOTE:Design assumes moisture content does
T ( not exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, he20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir),
load duration factor=l,6,
10.00 I� Truss designed for wind loads
; in the plane of the truss only.
co
0
0
0
N
r".-
0ETAIIIIIIIIIIIIIII
0% 1►� 3�� '''
M-3x4
1, y
2-00
(PROVIDE FULL BEARING;Jts:1.3,2I
JOB NAME : POLYGON PLAN 5-D NH - BSJ1 Scale: 0.7703 \�<<, PN�F��,s,
WARNINGS: GENERAL NOTES,unless otherwise noted:
�4� 5//.( 2�
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 7,92 l 0 P E f
Truss: BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /�/
2.2x4 compression web bracing must be Installed where shown..
incorporation of component is the responsibility of the building designer.
DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at
Is the responsiblaty of the erector.Additional permanent bracing of 2•o.c.and at 10•o.c,respectively unless braced throughout their length by r�
DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC.
9 3.2x Impact bridging or lateral bracing required where shown.. ) „..."41061P,
i/
Sr'1 4.No load should be applied to any component untilafter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON
E Q ld anyy loads greater than 5.Design assumes trusses are to e.used In a non-corrosive environment, .- 20N1) ,.
TRANS I D: 407540 design loads be applied to any component. and are for"dry condition'of use. O 14 �P}
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
fabrication,handling.shipment and Installation of components. necessary. ,1
e.This design Is furnished subject to the imitations set forth7.Design assumes adequate drainage is provided. ✓ b p`.1 �.
TPbWTCA In BCS(,copies of which will be furnished upon request.
by 8•a etes a coincide hall bewith Joint an both
mesa of truss,and placed so their center rl n 1..
'VIII VIII VIII VIII VIII VIII IIII IIII MiTek USA,InalCompuTrus Software 7.6.6(1L)-E 10.Forribasicconnector of
te design values see ESR-1311,ESR-1988(MiTek)
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 79 2.10=( -983) 3050 3.10=(-298) 299
BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2- 3=(-3345) 1280 10-11=( -749) 2567 10- 4=(-182) 615
WEBS: 2x4 KDDF STAND 3- 4=(•3184) 1317 11-12=( -413) 1876 4-11=(-746) 536
LOADING 4- 5=(-2473) 1183 12-13=( -791) 2399 11. 5=(-406) 1050
TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5.12=(-406) 1051
BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536
TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6.13=(•183) 618
OVERHANGS: 18.8' 18.8' 8- 9=( 0) 79 13- 7=(-300) 300
LL = 25 PSF Ground Snow (Pg)
Connector plate prefix designators: IRED BRG AREA
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS MAXCVIONS REACTIONS SIZE REBEARING MAX VERT MAX HORZ BRG REQUI (PDF
M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. O'• O,S' 34 R/ 2026V 26 R1 262H 5.50' 3.24 KO(S ( IES)
THE BOTTOM CHORD DEAD LOAD IB A MINIMUM OF 10 PSF. 44'• 0.0' -3411 2026V 0/ OH 5.50' 3.24 KDDF ( 625)
ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.'
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.017' @ -1'- 6.8' Allowed = 0.156'
MAX TL CREEP DEFL = •0.016' @ -1'- 6.8' Allowed = 0.208'
MAX LL DEFL = 0.206' @ 25'• 11.9' Allowed = 2.154'
MAX TL CREEP DEFL = -0.397' @ 18'- 0.0' Allowed = 2.872'
MAX LL DEFL = 0.017' @ 45'- 6.8' Allowed = 0.156'
MAX TL CREEP DEFL = -0.016' @ 45'- 6.8' Allowed = 0.208'
MAX HORIZ. LL DEFL = 0.085' @ 43'- 6.5'
MAX HORIZ. TL DEFL = 0.139' @ 43'- 6.5'
21-11-15 22-00-01
T f T NOTE:Design assumes moisture content does
7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
12
12 M-4x6 Q 6.00 system and components and cladding criteria.
6.00
5 4�e Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
y load duration factor=1.6,
M 5X8(S) ! M 5X8(S) in. Truthess dplaneeofid thetruss
or wind loads
0.25' 0,25"
Y
J /-\4,44.,,14114444.44%%4.44%,_M-1.5x3illy\ M-1,5x3
N1- T
o • r 10 d
1 4 10
0.251.2 13 o
o M-3x8 M-3x4 0.25"
M-3x4 M-3x8 0
M-5x8(S) M-5x8(S)
y 1'
y y 9-00-11 y 8-11-05 y 7-11-14 y 8-11-05 9-00-13 y y
1-06-12 44-00 1-06-12
�eg_p PROpes,
JOB NAME : POLYGON PLAN 5-D NH - Cl Scale: 0.1506
`!5/!eiNE > �
WARNINGS: GENERAL NOTES,unless otherwise noted: 444 4• !9/ P E i
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
Truss: Ci 1 and Warnings before construction on commences, building component.Applicability of design parameters end proper
2.2x4 compression web bracing must be Installed where shown+. Incorporationsign as of component Is the rem chords to of the bulling designer.
3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top end bottom chords to be laterally braced at
DES. BY: L i Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /ee.,
po H continuous sheathing such as plywood sheathing(TC)and/or drywa0(BC). /��'
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ��(/
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 /�
SEQ. : 6051311 fasteners are complete and at no time shouts any loads greater than 5.Design assumes trusses are to be used In a non corrosve environment, ./.0 -/l'' 1 4 ZQ 4
design loads be applied to any component. and are for"dry condition'be n'of use. t�
TRANS I D: 407540 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 A rp S'
fabrication,handlshipment and Installation of components. necessary. C r I.R)��.
ng, Po 7.Design assumes adequate drainage Is provided.
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
CA In
I,copies of
ch will be furnished upon
lines coincide with joint center Ines.
IIIIII VIII II II IIII VIII VIII VIII IIII IIII M Tek USA,lnCJComptlTfus(Software 7.6.6(1 L)-E request. 0.For basic ectorof platetdesign values see ESR-1311,ESR-1988(MITek)
EXPIRES:12/31/2015
IIIII IIIIIII This design prepared from computer input by .
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,OO
IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 79 2- 9=(-1042) 3021 3- 9=(•298) 299
BC: 2x4 KDDF d16BTR SPACED 24.0. O.C.
WEBS: 2x4 KDDF STAND; 2- 3=(•3324) 1271 9-10=( •809) 2538 9- 4=(•182) 616
2x4 OF STAND A 3- 4=(•3164) 1308 111=( -431) 1847 4-10=(-746) 536
LOADING 4- 5=(-2452) 1174 111..12=( •780) 2358 10- 5=(-406) 1050
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(•2444) 1195 12- 8=(-1049) 2770 5.11=(•396) 1027
TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11- 6=(-721) 526
BC LATERAL SUPPORT <= 12.00. UON. TOTAL LOAD = 42.0 PSF 7. 8=(.3267) 1326 6.12=(-226) 561
12- 7=(-247) 336
OVERHANGS: 18.8' 0.0'
LL = 25 PSF Ground Snow (Pg)
•• For hanger specs. - See approvedplans BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA
A P pP BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES)
Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0' •342/ 2021V -247/ 257H 5.50' 3.23 KDDF ( 625)
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 9.0' •274/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series
JT 8: Heel to plate corner = 2.50' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.;
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.017' @ .1'- 6.8" Allowed = 0.156'
MAX TL CREEP DEFL = -0.016' @ -1'- 6.8' Allowed = 0.208'
MAX LL DEFL = 0.205' @ 18'- 0.0" Allowed = 2.142'
MAX TL CREEP DEFL = -0.386' @ 18'• 0.0' Allowed = 2.856'
MAX HORIZ, LL DEFL = 0.083' @ 43'- 3.5'
MAX HORIZ. TL DEFL = 0.135' @ 43'- 3.5'
NOTE:Design assumes moisture content does
21-11-15 not exceed 19% at time of manufacture.
21.09-01
I Design conforms to main windforce-resisting
7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system and components and cladding criteria.
12 t2 f Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
6,00 D M-4x6 'C:16.00
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
Q 6.00 load duration factor=l.6,
4.0" Truss designed for wind loads
5 ' in the plane of the truss only,
M-5x8(S) *14444
0.25" M
025-5x8(5)"
J� ANS
M-1,5x3 /\40p,M-1.5x3
"Of\
M-3x8 v
d /' w t; A .;•., o
o M-3x8 M-3x4 •18. 25e 0.2511 M-3x4 ".6 o
M-5x8(S) M-5x8(S)
J• J, J, ), J, ,l-
9-00-11 8-11-05 7-11-14 8-11-05 8-09-13
1-06-12 43-09 )
JOB NAME : POLYGON PLAN 5-D NH - C3
Scale: 0.1508 �GJ\���\GPN>rLyFA'��s/
WARNINGS: GENERAL NOTES,unless otherwise noted: tLC l /a'lI r 2.9
C3 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 0 92/0 p E rTruss: C3 and Warnings before construction commences, building component.Applicability of design parameters and proper /
2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer.
3.Additional temporary bracing to Insure stability during construction
2.Design assumes the top end bottom chords to be laterally braced at
DES. B Y: LJ Is the responsibility of the erector.Additional permanent bracing of 2'e.e.and at 10'c.c.respectively unless braced throughout their le th by 4✓�m►,
9/5/2014 bbuilding gcontinuous sheathing such as plywood shoed TC)and/or drywall C. ,/41111",-
DATE:
the overall structure Is the responsibility of the designer. 3.2x Impact bridging or lateral bracing required where shown t+ • Q
4.No load should be applied to any component until alter an bracing end 4.Installation of truss Is the responsibility of the respective contractor. •y OREGON
Co
SEQ. : 6051312 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• ?•7 b
design loads be applied to any component. and are for"dry condition'of use.
/ 9�. ��� ���
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility Willa 6.Design assumes full bearing at all supports shown.Shim or wedge if Q p14 1
fabrication,handling,shipment end installation of components. 7.necessary. provided.s � r-)R Vt.-`'
6.This design is famished subject to the Imitations set forth by 8.Designaeshall be locatedonboth faces ate drainage iof truss,ad placed so their center
I IIIIII IIIII IIIII IIIII IIID IIIII IIIA IIII IIII TPI/WTCA In BCSI,copies of which win be furnished upon request. Anes Indicate
with Joint center Ines. .
MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Forlbasicconnectorcoplateplate
design values see ESR-1311,ESR-1980(MiTek)
EXPIRES:12/31/2015
11111111111111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00
IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=(-1956) 5870 3.13=( -154) 354
2x6 KDDF #1&BTR T2, T3 2- 3=(-6766) 2286 13.14=(-3060) 8274 13. 4=( -486) 1888
BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6742) 2336 14.15=(-3340) 8912 13- 6=(•2804) 1328
WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15.16=(-3048) 8220 6.14=( -92) 754
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'. 0.0' TO 10'- 0.0' V 4- 6=(-5996) 2126 16-12=(-1910) 5602 14- 7=( •486) 380
TC LATERAL SUPPORT <= 12'OC. MON. IC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0' TO 34'- 0.0' V 6- 7=(•8588) 3228 7.15=( -534) 394
BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 34'- 0.0' TO 43'- 9.0' V 7- 8=(-8552) 3220 15- 8=( -100) 794
BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'• 0.0' TO 43'- 9.0' V 8.10=(•5882) 2106 8.16=(-2866) 1340
9.10=( 0) 0 10.16=( -482) 1834
NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0' 10.11=(-6614) 2318 16.11=( -190) 392
ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+01( 116.7)= 533.3 LBS @ 34'- 0.0' 11.12=(-6548) 2250
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
OVERHANGS: 20.0' 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -1150/ 3765V -104/ 113H 5.50' 6.02 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0' -1095/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625)
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required.
M,M2oHS,M18HS,M16 = MiTek MT series J Join together 2 ply with 3'x.131 DIA GUN ICOND. 2: Desian checked for net(-5 psf) uplift at 24 'oc spacing.)
nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005' @ -1'- 8.0' Allowed = 0.167'
xx9' oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005' @ -1'- 8.0' Allowed = 0.222'
9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269' @ 22'- 0.0' Allowed = 2.142'
9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532' @ 22'- 0.0' Allowed = 2.856'
MAX HORIZ. LL DEFL = 0.078' @ 43'• 3.5'
MAX HORIZ. TL DEFL = 0.127' @ 43'- 3.5' ;
NOTE: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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir),
load duration factor=l.6,
9-11-11 24-00-10 9-08-11 Truss designed for wind loads
in the plane of the truss only.
5-01-03 4-04 0-006-08 5-08-15 6-03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03
f533.30# f 1633.30#
12 12M-7x8(S) Q 6.00
6.00 M-5x6 M-3x5 0.25" M-3x5 ,M-5x6
12 6\/\/ 3
y81.5x3 1411515
.....0000000000000 ,
+ +
M-3x8 0
oP / 13 14 '/ '/ 1,5 16 *h20
o M-3x8 M-3x8 0.25" 0.25 M-3x8 c
M-7x8(S) M-7x8(S)
L. J- J. y y J•
y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y
1-08 43-09
JOB NAME: POLYGON PLAN 5-D NH - CH1 scale: o.t4ss ��<(.. PNE Fess/0A_
WARNINGS: GENERAL NOTES,unless otherwise noted: �� 2 2-�
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 = P E
end Warnings before construction commences. building component.Applicability of design parameters and proper
T r U S s: CH 1 Incorporation of component Is the responsibility of the building designer.2. compression to slon web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at
3.Additional temporary bracing to insure stability during construction 2'o.c.and at 1p'o.n,respectively unless braced throughout their length by `��pr.; 'r�
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). d (r.
DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.zx Impact bridging or lateral bracing required where shown++ OREGON
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. ` Ix ��
SEQ. : 6051313 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, .7 �Y 14, r)0\ '�
design loads be applied to any component, and are for"dry condition"of use.
(�
TRANS I D: 407540 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 �`"
fabrication,handling, necessary. rr tn�
shipment and installation of components. 7.Design assumes adequate drainage is provided. CR fl`L.`'
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
111111111111111111111 SCSI, which request.
t center Ines.
MTe USA,Inc./CompuTrus s Software 7.6.6(1L)E coincide
Fc cate size of plate
Digits
connector plate design values see ESR-1311.ESR-1988(MiTek)
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by ,
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00
IC: 2x4 KDDF H16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(•1346) 2900 3-13=( -97) 178
2x6 KDDF 412BTR T2, 73 SPACED 24.0' 0.C.
BC: 2x6 KDDF 416BTA 2- 3=(•3372) 1652 114=(•1891) 3901 13- 4=( -331) 1025
WEBS: 2x4 KDDF STAND 3- 4=(-3183) 1579 14.15=(•1739) 4230 13- 6=(-1371) 647
LOADING 4- 5=( 0) 0 15-5-16=(•1701) 3873 6.14=( -18) 401
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2791) 1452 16.12=(•1313) 2765 14- 7=( •257) 154
IC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•4061) 1945 7-15°) -276) 155
BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42,0 PSF 7- 8=(-4043) 1898 15- 8=) -18) 418
8-10=(•2734) 1407 8.16=(•1397) 647
LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10.160( -367) 997
NOTE: 2x4 BRACING AT 24.00 UON, FOR 10-11=(•3118) 1527 16-11°) •31) 219
ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3258) 1576
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
OVERHANGS: 20.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
404/ 2034V -104/ 114H 5.50' 3.25 KDDF ( 625)
4 or equal at non-structural 0'- 0.0'
vertical members (uon). 43'. 9,0' -337/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625)
.* For hanger specs. - See approved plans
Connector plate prefix designators: 'CORD, 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,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167'
MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222'
MAX LL DEFL = 0.293' @ 22'- 0.0' Allowed = 2.142'
MAX TL CREEP DEFL = •0.510' @ 22'- 0.0' Allowed = 2.856'
MAX HORIZ, LL DEFL = -0.082' @ 43'- 3.5'
MAX HORIZ. TL DEFL = 0.122' @ 43'• 3,5'
NOTE: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=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
13-03-11 load duration factor=l.6,
17-04-10 13-00-11 Truss designed for wind loads
5-01-03 4-04 3-05-09�2 09-1 T 6-03-06 6-03-06 2-09-14�3-05 -09 4-04 4-10-03 in the plane of the truss only.
12 5 9
6,00 M-7x8(S) 12
M-5x6 M-3x5 ,PSS M-3x5 \M•4x6 4 6.00
I�8
M-1.5x31111-1.5x3+ + 1
r' M-3x8 In
'Orr -.
0
,11 13 14 'r 'f (5 16 'h2 o
o M-3x8 M-3x8 0.25" 0.25' M-3x8 c
y y M-7x8(S) M-7x8(S) y y
y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 •
1-08 43-09 y
Rop
JOB NAME : POLYGON PLAN 5-D NH - CH2 Scale: 0.1499 cJ,(..t✓0 PNE�p��s/O
WARNINGS: GENERAL NOTES,unless otherwise noted: �tGt� r.:f //.I 7
CH2 1.Builder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and is for an Individual = OP E �r
Truss: and Warnings before construction commences. building component.Applicability of design parameters end proper
2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 4111,00,
DES. BY: LJ 3.Additional temporary bracing to Insure steblety during construction 2.Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their len th by +®
continuous sheathing such as ptywood sheathing(TC)and/or diyhlisc). �r!»-
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ s/ >Q��
4.No load should be appRed to any component until ever all bracing end 4.InstallaUon of buss is the responsibility of the respective contractor. OREGON `4'
SEQ. : 6051314 fasteners are complete and at no Ume should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, �4" �� O,eD •
design loads be applied to any component. and are for"dry condition'of use.
TRANS I D: 407540 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 Q 1 4 2 2A4
fabrication,handling,shipment and installation of components. necessary. V`.
6.This design Is furnished subject to the Rnitations set forth 7.P8. lates shall be assumes adequateodonbotdrah
faces ce Is truss and
- ��1-i L��
r center
IIIIII II II VIII VIII VIII VIII VIII III)IIII MTO SAInBCSI,copies of InC./CompUTfus which
Sofl will
Waf6 7.6.6(1 L)E�request. 9.10.For DigitsIndce a with joint
of plate In Inplate ch elves see ESR-1311.ESRd so,19I86(MRek)
EXPI RES:12/31/2015
This design prepared from computer input by
IIIIIIII�IIIII PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TO: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1067) 2889 3-13=(-152) 199
BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3317) 1286 13-14=( -914) 2657 13- 4=( -33) 359
3- 4=(-3114) 1250 14.15=( -700) 2439 4.14=(-524) 357
WEBS: 2x4 DFDF STAND; LOADING 4. 5=(-2567) 1138 15-16=( -700) 2439 14- 5=(-276) 797
2x4 DF STAND A
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16.17=( -882) 2558 14- 7=(-435) 182
TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17-12=(-1021) 2712 15- 7=( 0) 274
BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2213) 1074 7.16=(-457) 180
8- 9=( 0) 0 9-16=(-285) 791
LL = 25 PSF Ground Snow (Pg) 9.10=(-2551) 1111 16.10=(-489) 344
NOTE: 2x4 BRACING AT 24'OC UON. FOR 10.11=(-3039) 1229 10.17=( -77) 318
ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3218) 1283 17-11°) -79) 251
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
OVERHANGS: 20.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES)
•' For hanger specs. - See approved plans 0'- 0.0' -321/ 2034V -182/ 191H 5.50' 3.25 KDDF ( 625)
43'. 9.0' -251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625)
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Desian checked for net(-5 nsfl uplift at 24 'oc soacina.
JT 12: Heel to plate corner 2.25' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.022' @ -1'. 8.0' Allowed = 0.167'
MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222'
MAX LL DEFL = 0.201' @ 22'- 0.0' Allowed = 2.142'
MAX TL CREEP DEFL = -0.389' @ 22'- 0.0' Allowed =, 2.856'
MAX HORIZ, LL DEFL = 0.085' @ 43'- 3.5'
MAX HORIZ. TL DEFL = 0.142' @ 43'- 3.5'
NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
16-07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting
T system and components and cladding criteria.
5-02-03 0-04 08 5-04-05 5-05-11 5-04-06
T f f f f.( f f 1' Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10,
5-07-06 5-05-11 �� 5-04-05 0-04-08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
1212 Truss designed for wind loads
6.0017 M-4x6 M-3x8 M-4x6 '(6.00 in the plane of the truss only.
M-5x6(S) 7 ►-
M 5x6(S)
0.25° 0.25"
iy /*Iii -1.5x3
Q
M 1.5x3 + +
4\
03 M-3x10 in
0
At°
o 13 14 e
15 17 °12
o M-3x8 M-3x4 0.25" M-1.5x3 0.25�6 M-3x4
M-5x8(S) M-5x8(S)
y y 8-04-03 y 7-09-04 y 5-10-09 y 5-10-09 y 7-09-04 y J.
8-01-03 y
1-08 43-09 WEDGE REQUIRED AT HEEL(S),
Scale: 0.1483 �°j���� 'NE
PROP
JOB NAME : POLYGON PLAN 5-D NH - CH3 �� 15/1P °
WARNINGS: GENERAL NOTES,unless otherwise noted: !C) OPE moi'
t.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown end is for an Individual /"v��Yr
end Warnings before construction commences. building component.Applicability of design parameters and proper
Truss: CH3 incorporation of component is the responsidlty of the building designee
2.2x4 compression web bradng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at
3.Additional temporary bracing to Insure stabitty during construction 2'o.e.end at t 0'o.e.respectively unless braced throughout their le W by ®�
DES. BY: LJ Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheething(TC)and/or drywan(c). `P` tr
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �(/
4.No load should be applied to any component until after a0 bracing and 4.Installation of truss Is the responsibility of the respective contractor. a
SEQ. : 6051315 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, y 2 �
design loads be applied to any component. and are for"dry condition'of use.
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6'Decease assumes W8 bearing at an supports shown.Shim or wedge if L�� p1 �P
fabrication,handling,shipment and Installation of components. 7.Design sear),
adequate drainage Is provided. R R}
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 center1 - -
IIII IIII VIII VIII VIII I III VIII IIII IIIITPIIWTCA in BCSI,copies of which will be furnished upon request. e.lines coincide Digits Indicate sizejoinplt ate teIn r Ines..
10.
MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015
IIllllllllllll This design prepared from computer input by •
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00
TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15q
BC: 2x4 KDDF 816BTR SPACED 24.0. O.C. 1- 3=( 0) 161084 4.15=(-1242) 2926 4.14=(•-22) 359
WEBS: 2x4 KDDF STAND 2- 3=(-3337) 15.15=(•1142) 2696 14- 4=( -22) 359
3. 4=(•3135) 1578 15.16=(•1120) 2476 4.151•523) 297
LOADING 4- 5=(-2589) 1493 16.171-1120) 2476 15- 51•357) 819
TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(•1208) 2619 15- 7=(-463) 298
BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 71-2248) 1390 18.12=(-1346) 2848 16- 71 0) 274
TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7.17=(•463 298
NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 0 9-17=(-357) 819
ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(•2589) 1493 17.10=(-523) 297
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=(-3135) 1578 10.18=( -21) 359
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12:13= 33300) 1610 18.11=(-151) 184
OVERHANGS: 20.0' 20.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
M-1.5x4 or equal at non-structural
vertical members (son). BEARING MAX VERT MAX HORZ BOG REHIRED BAG AREA
LOCATIONS REACTIONS REACTIONS SIZE SO,IN, (SPECIES)
Connector plate prefix designators: 0'- 0.0' 4441 2038V 198/ 198H 5.50' 3.26 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 44'- 0,0' -444/ 2038V 0/ OH 5.50' 3.26 KDDF ( 625)
M,M20HS,M18HS,M16 = MiTek MT series
[COND. 2: Desion checked for net(-5 psf) uplift at 24 'oc spacina,I
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167'
MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222'
MAX LL DEFL = 0.254' @ 27'- 5.3' Allowed = 2.154'
MAX TL CREEP DEFL = -0.403' @ 22'- 0.0' Allowed = 2.872'
MAX LL DEFL = 0.022' @ 45'- 8.0' Allowed = 0.167'
MAX TL CREEP DEFL = -0.021' @ 45'- 8.0' Allowed = 0.222'
MAX HORIZ. LL DEFL = -0.101' @ 43'• 6.5'
19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145' @ 43'- 6.5'
5-07-06 5-02-03 5-05-11 3-03-09 2-05-042-05-0 T 3-03-09 5-05-11 5-02-03 5-07-06 outEexceedn assumes moisture concent does
not exceed 19% at time of manufacture.
12 6 8 12 Design conforms to main windforce-resisting
6.00 17 M-4x6 M-4x6 Q 6.00 system and components and cladding criteria.
M-3x8 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir),
loadM-5x6(S) ... M-5x6(S) Truss don designedffor owind6loads
0.25"
0.25" in the plane of the truss only.
M-1.5X3 +ilr\ .. +
/ .15x3
es
11. - r
c14 1§- e 6 "r 17 18 ^"\3 •'`•o
M-3x8 M-3x4 .25 M-1.5x3 0.25
M-3x4 M-3x8 0
M-5x8(S) M-5x8(S)
i• J• y Jr )• Jr Jr
Jr Jr 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03
1-08 44-00 Jr )
1-08
JOB NAME: POLYGON PLAN 5-D NH - CH4 Scale: 0.1623 ���P��G N '�0 PR Fp�64>
WARNINGS: GENERAL NOTES,unless otherwise noted: ��� f�rh�/I! 2.7
CH4
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 ^20 P E r-
Truss: CH4 end Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility of the balking designer.
DES. BY: LJ 3.Additional temporary bredng to insure atablGty during construction
2.Dealer assumes the top and bottom chords to he laterally braced at
is the responsibility of the erector.Additional permanent bracing of 2'o.s.and at 10'o.c.respectively unless braced throughout their lenng8th by
continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). / '-!w-
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ S Q
4.Na load should be applied to any component until after an bracing and 4.Installation of buss is the responsidiity of the respective contractor. OREGON
SEQ. : 6051316 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, 9L �j.q OBD
design loads be applied to any component and are for"dry condition"of use. /
TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4 2 le'
fabrication,handling,shipment and Installation of components. 7necessary. �; ii T-
6.This design is furnished subject to the limitations set forth e.Design assumes ca adequate drainagehc isprovided. ,R R b�
1111111 111 VIII 11111 VIII 1111 lull Illi(ill TPIIWTCA In BCSI,copies of which will be furnished upon
request.
8.Mets edndtle with Joint eeetrOnes.9s of truss,and placed so their center
MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 0.Forrits basicconnectocate size rplf atete in design vas.
lues see ESR-1311,ESR-1988(MiTek)
EXPIRES:12/31/2015
Ink
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0
BC: 2x4 KDDF 618BTR SPACED 24.0' O.C. 2-3=(-71) 97
TO LATERAL SUPPORT <= 12'0C. 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 SO.IN. (SPECIES)
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -116/ 306V -151 61H 5.50' 0.49 KDDF ( 625)
1'- 1.3' -58/ 129V O/ OH 1.50' 0.21 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 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 (GOND. 2: Design checked for net(-5 of) uplift at 24 'oc apacino.(
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' 0 -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 = 0.001' @ 0'- 8.7' Allowed = 0.059'
1-02 MAX TC PANEL TL DEFL = -0.001' @ 0'- 8.7' Allowed = 0.089'
MAX BC PANEL LL DEFL = 0.006' @ 2'- 8.6' Allowed = 0.254'
MAX BC PANEL TL DEFL = -0.019' 0 3'- 3.8' Allowed = 0.339'
MAX HORIZ. LL DEFL = -0.000' @ 1'- 1.3'
MAX HORIZ. TL DEFL = 0.000' @ 1'- 1.3'
NOTE: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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
12 load duration factor=l,6,
Truss designed for wind loads
10.00 o in the plane of the truss only.
4-
0,
!#
r
0
M-3x4
y y
1-00 (PROVIDE FULL BEARING:Jts:2.3.41 6-00
.c(�co PROF�s,p
JOB NAME: POLYGON PLAN 5-D NH - CJ1 Sale: 0.6954 �`o (N
WARNINGS: GENERAL NOTES,unless otherwise noted: � • 5//P 9'�..
1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown end Is for an Individual ' 92Q P E {
and Warnings before construction commences. building component.Applicability of design parameters and proper f
Truss: CJ 1 Incorporation of component Is the responsibility of the building designer.
2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bosom chords to be laterally braced at
3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'a S,respectively unless braced throughout their lennggtihh by /%. ;4
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywa9(aC). Q
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+
SEQ. : 6051317 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` OREGONN� �tci'
fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Inc non-corrosive environment, y 2
TRANS I D: 407540
design loads be applied to any component. and are for"dry condition"of use.
5.CompuTrus has no control over and assumes no responsibility for the 6•Design assumes NII beating at a9 supports shown.Shim or wedge If /O 14 �P
fabrication,handling, components. necessary. /:b
ng,shipment and Installation of 7.DesignR assumes adequate drainage Is provided. 4/`"RRII.-‘
II.-`'
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
111111111111111111 TPINViCA in BCSI,copies of which will be furnished upon request. 9.Digits Indicate size)of plate In Incint center hes.
MITeR USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/31/2015
IIIIIIIII III This design prepared from computer input by ,
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 HOOF #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-60) 58
TC LATERAL SUPPORT <= 12'0C. 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' -41/ 303V -27/ 91H 5.50' 0.49 KDOF ( 625)
2'- 3.6' -124/ 112V 0/ OH 1.50' 0.18 KDDF( 625)
Connector plate prefix designators:
C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (PO) 6'- 0.0" 0/ 50V 0/ OH 5,50' 0.08 KDDF ( 625)
( p , inc
M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Desian checked for net(-5 psfl uplift at 24 'oc spacing.)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.133'
.� MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133'
MAX TO PANEL LL DEFL = -0.004' @ 1'- 5.5' Allowed = 0.165'
MAX TC PANEL TL DEFL = -0.007' @ 1'- 3.6' Allowed = 0.247'
12 MAX BC PANEL LL DEFL = 0.008' @ 2'- 8.6' Allowed = 0.254'
10.00 MAX BC PANEL TL DEFL = -0.023' @ 3'- 3.8' Allowed = 0.339'
MAX HORIZ. LL DEFL = 0.000' @ 2'- 3.6'
MAX HORIZ. TL DEFL = 0.000' @ 2'- 3.6'
-/ NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
61 Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=20.2ft, TCDL=4,2,BCDL=6,0, ASCE 7-10,
O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
o Truss designed for wind loads
a in the plane of the truss only.
ea
R
O
,
O
►� 114 -r'
M-3x4
1, y y
1-00 )PROVIDE FULL BEARING:Jts:2.3.41 6-00
JOB NAME : POLYGON PLAN 5-D NH - CJ2 ,c;‹, PRo �<s
Scale: 0.6704 ,DJ !tIGIINE.,(4�,7 /0.
WARNINGS: GENERAL NOTES,unless otherwise noted: ���9 v! I�!( ! .�
1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown end is for an Individual
OPE
1--
Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibmty of the building designer. ,/
DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at
Is the responsibility of the erector.Additional permanent bracing of 2'ox.and at 10'o.e.rasped vely unless braced throughout their length by
continuous sheathing such as ptywood ng(7C)and/or drywal C). / ! 4-
DATE: 9/5/2014 the overall structure Is the responsibility or the building designer. 3.2x impact bridging or lateral bracing required where shown++ 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. 7 A OREGON I .4.,
SEQ. : 6051318 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
TRANS I D• 407540 design loads be applied to any component. and are for"dry condition"of use.
• 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 Q 14 WP
fabrication,handling,shipment and Installation of components. necessary. provided. 4.1
6.This design Is furnished subject to the imitations set forth by 7.Platesshall
be locs ated on both faceslof truss,ad placed so their center R I�1'
IIIIIII 111111111111111111111 VIII IIII(III iIn which
request with joint center lines.In
Mre USA,Inc./CompuTrus Software 7.6.6('L)E r coincide coravalobecplte design inches.
see ESR-1311,ESR-1988(Welt)
EXPIRES:12/31/2015
.
11111111111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(•49) 63 3.5=( 0) 76
BC: 2x4 HOOF STAND
TC: 2x4 KOOF N16BTR SPACED 24.0. O.C. 2-3=(-118) 14 5-6=(-30) 95 3-6=(-99) 31
WEBS: 2x4 KODF STAND;
3.4=( •17) 31
LOADING
2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
TO LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA
BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'• 0.0' -44/ 292V -27/ 91H 5.50' 0.47 KDOF ( 625)
OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 6,- 0.0' 120j 69V 0/ OH 5.50' 0.11 KOOF 77V 0/ OH 1.50' 0.12 KODF 5/ ( 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. !GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.l
M,M2OHS,MI8HS,M16 = MiTek MT series 40, TL=L/180
VERTICAL DEFLECTION LIMITS: LL=L12
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LLDEFL a C0I002' M •:'- L/20.0' Allowed 0.100'
2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133'
1. '1' MAX LL DEFL = -0.001' @ 2'- 5.5' Allowed = 0.159'
MAX IC PANEL LL DEFL a 0.003' @ 0'- 11.5' Allowed = 0.081'
12 MAX BC PANEL IL DEFL = -0.003' @ 1'• 9.5' Allowed = 0.116'
MAX BC PANEL TL DEFL = -0.006' @ 3'- 9.0' Allowed = 0.140'
10.007 MAX HORIZ, LL DEFL = 0.001' @ 5'• 3.3'
MAX HORIZ. TL DEFL = 0.001' @ 5'• 3.3'
NOTE: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=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10,
(All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir)'lli load duration factor=l,6,
Truss designed for wind loads
in the plane of the truss only.
o M-1.5x3
, .3x4
- M-5x6
**2X WEDGE
W/(2) M-2.5X4 TYP.
-.2.75
12
y y
3, 3'
2-05-08 2-09-13 0-08-11
1' 3' 3, 3-
1-00
1-00 2-05-08 6-00 3-06-08
!PROVIDE FULL BEARING:Jts:2,4,61
°1EpPRQ
JOB NAME: POLYGON PLAN 5-D NH - CJ2C Scale: 0.5669 I 5/ S��
� n(�lr�5/l f_
WARNINGS: GENERAL NOTES,unless otherwise noted: r _^�$PE ti✓
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
Truss: CJ 2C and Warnings before construction commences. building component.Applicability of design parameters and proper 10'
2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to Insure stablily during construction 2.Design assumes the top and bottom chords to be laterally braced at _ 41,/x'
Po2'o.e.and at 10'o.c.respectIvely unless braced throughout their tenQM by ^,/fear!-
DE$, BY: U Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywall(f3C). /''
DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O OREGON A Q
4.No load should be applied to any component until after ail bracing end 4.Installation of truss la the responsibility of the respective contractor.
SEQ. : 6051319 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, �Z. "l'91' 2N\
design loads be applied to any component. and are for-dry condition'of use. Q: 1 4, t1y,
6.Design assumes fun bearing at all supports shown.Shim or wedge If c
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. R R V \'
fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage is provided.
6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center
1111
II VIII VIII 11111
VIII 1111111!III!III TPINVTCA In SCSI, which be furnished upon 7.6.6(114-Z request
MTe SA,InaCompUTrusSoftware as eth joint center lines.
0lcatForrbconnctor pltedes design values see ESR-1311,ESR-1988(Weld
EXPIRES:12/31/2015
EMI This design prepared from computer input by -
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF //MSBTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0
BC: 2x4 KDDF A1$BTR SPACED 24.0' O.C. 2.3=(-82) 76
TC LATERAL SUPPORT <= 12.0C. UON. LOADING ,
BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+OL( 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' -29/ 335V -40/ 122H 5.50' 0.54 KDDF ( 625)
3'- 6.1' -127/ 128V 0/ OH 1.50' 0.21 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 55V 0/ OH 5.50' 0.09 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 IMOD. 2: Desian checked for net(-5 osf) uplift at 24 'oc spacing.]
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0
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 LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.099'
3-06-13 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.132'
MAX TC PANEL LL DEFL = 0.017' @ 1'- 11.8' Allowed = 0.270'
MAX BC PANEL TL DEFL = -0.032' @ 3'- 1.4' Allowed = 0.339'
12 MAX HORIZ. LL DEFL = -0.000' @ 3'- 6.1'
10.00 7 -" MAX HORIZ. TL DEFL = 0.000' @ 3'- 6.1'
NOTE:Design assumes moisture content does
wnot exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=20,7ft, TCOL=4.2,BCOL=6.0, ASCE 7-10,
o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
CD Truss designed for wind loads
in the plane of the truss only.
c7
CI
4o
0 ► ►/4
M-3x4
J, > y
1-00 (PROVIDE FULL BEARING:Jts:2,3,41 6-00
JOB NAME: POLYGON PLAN 5-D NH - CJ3 <(' PRo,�es6>°
. Scale: 0.5917 • ,.
WARNINGS: GENERAL NOTES,unless otherwise noted: "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 >92.0 P E
Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters end proper
2.2x4 compression web bracing must be Installed where shown.. Incorporation of component is the responsidily of the building designer.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laleraly braced et DES. B Y: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4l✓r'
to the responsibility of the erector.Additional permanent bracing of ( )
continuous sheathing such as plywood where)and/or drywall eC. -111 CC
DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown i•i•
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. 7 ,,OREGON. ,��/
SEQ. : 6051320 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, G- L
design loads be applied to any component. and are for"dry condition"of use. R k 20� 4.
TRANS I D: 407540 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 O ` 1 4, ,,\,,
fabrication,handling,shipment and Installation of components. necessary. 4`R R i�1'
6.This design Is furnished subject to the imitations set forth 7.Plates assumes adequateatedondrainage is f provided.a.
I IIIIII VIII VIII VIII ILII VIII VIII IIII I111
9 1 by 8.Plates shall be located on both faces of truss,and placed so their center
TPIANfCA in SCSI,copies of which willbe furnished upon request.
lines coincide with Joint center Anes.
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) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
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) 72 2.6=(-52) 89 6-5=( 0) 18
BC: 2x4 KDDF 111&BTR SPACED 24.0' D.C. 2-3=(-171) 21 5-7=(-69) 114 5.3=( 0) 51
WEBS: 2x4 KDDF STAND 3.4=( -24) 34 3.7=(-127) 76
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' -41/ 343V -40/ 122H 5.50' 0.55 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 3'- 6.1' -100/ 69V 0/ OH 1.50' 0.11 KDDF ( 625
Connector plate prefix designators: 6'- 0.0' 0/ 92V 0/ OH 5.50' 0.15 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 IAC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psi') uplift at 24 '00 spacing.'
BOTTOM CHORD CHECKED FOR 10PSF 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 = -0.005' @ 2'- 3.8' Allowed = 0.199'
MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.099'
MAX TC PANEL LL DEFL= 0.005' @ 1'- 1.1' Allowed = 0.159'
MAX BC PANEL TL DEFL = -0.009' @ 3'- 7.4' Allowed = 0.186'
3-06-13 MAX HORIZ. LL DEFL = -0.004' @ 5'- 7.5'
1' ' MAX HORIZ. TL DEFL = 0.005' @ 5'- 7.5'
12 NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
10.00
Design conforms to main windforce-resisting
system and components and cladding criteria.
M-4x6 1
Wind: 140 mphh=20.7ft, TCDLu4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
` load duration factor=l.6,
inuthess dplaneeoffd theor wtrussind oonly.
adsN
r co
AI8, ��7
o o M-1.5x3
0
=1 6 o
M-3x4 M-3x4 M-3x4
y y y
2-03-12 3-08-04
y )' ), y
1-00 2-05-08 6-00 3-06-08
'PROVIDE FULL BEARING:Jts:2.4,7I '
��ut0 PRQpe.
JOB NAME : POLYGON PLAN 5-D NH - CJ3C Spale: 0.4966 so
\0 !_�'`/Ly(�(�)'IN /O
WARNINGS: GENERAL NOTES,unless otherwise noted: � '7/5///7
'r�5J/ -im
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 '' *P E r
Truss: CJ3C and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be Installed where shown+- incorporation of component Is the responsibmty of the building designer.
3.Additional temporary bracing to Insure atedGty during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY' II Is the responsibility of the erector.Additionalpermanent bracingof 2'o.a and at 10'o,c.respectively unless braced throughout their length by /r'® `/rP
Po H continuous sheathing such as plywood sheathing(TC)and/or drywoi C). A
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON b
4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibSty of the respective contractor. 7` A._ � A.
SEQ. : 6051321 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, "V
design loads be applied to any component. end are for"dry condition'of use. '�Q. 4), 14 ZQ.�7.
TRANS I D: 407540 5.CompuTms hes no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if �1- �`
fabrication,handling, necessary. `r'/�bR �.
shipment and Installation of components. 7,Design assumes adequate drainage is provided. PRO.
b
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
will be furnished upon
ch
req
lines colndde with
'III I 11 11 VIII I 1111111 I VIII'III'III MITTPe USA,lnciCompuTrus lSoftware+7.6.6(11.)-E Uect 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek)o
int center Ines.
a.Digits Indicate size o1 plate In Inches.
EXPIRES:12/31/2015 •
IIIIIIIIIIIII This design prepared from computer input by •
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2X4 IMF 0188TR LOAD DURATION INCREASE = 1.15 1.2= 2-40(0) 0
BC: 2x4 KODF N16BTR SPACED 24.0' 0.C. 2.3=)-109) 95
TC LATERAL SUPPORT <= 12'0C. 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 SO.IN. (SPECIES)
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'. 0.0' -24/ 369V •53/ 153H 5.50' 0.59 KDDF ( 625)
Connector plateprefix designators: 4'- 8.4' -118/ 148V 0/ OH 1.50' 0.24 KOOF ( 625)
g LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 64V 0/ OH 5.50' 0.10 KDDF
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625)
M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IDOND, 2: Design checked for nett-5 poll uplift at 24 'oc spacing,)
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF 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'• 0.0' Allowed = 0.039'
4-09-03 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.052'
'f ' MAX TC PANEL LL DEFL = 0.054' 0 2'- 8.9' Allowed = 0.374'
MAX TC PANEL TL DEFL = -0.052' @ 2'• 7.0' Allowed = 0.561'
-1
12 MAX HORIZ. LL DEFL = -0,001' @ 4'- 8.4'
10.007 0
MAX HORIZ. TL DEFL = -0.001' @ 4'. 8.4'
NOTE: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=21,2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10,
N.c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
4 Truss designed for wind loads
c in the plane of the truss only.
4
M
-/-
4
O/-
0 �� ��4
M-3x4
1' ), /,
1-00 6-00
(PROVIDE FULL BEARING:Jts:2,3.41
ci\ PR o
JOB NAME : POLYGON PLAN 5-D NH - CJ4 Scale: 0.5377 ��� �� IN F�'40
WARNINGS: GENERAL NOTES,unless otherwise noted: 445 f'f 5l/,
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 Ct. ^92$$P E 1''
Truss: CJ 4 and Warnings before construction commences, building component.Applicability of design parameters and proper Jr
2.2X4 compression web bracing must be installed where shown+.
incorporation of component is the responsibility of the building designer. -Aii/ //.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at
DES. B Y: LJ 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 ®s
the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / ' '"-
DATE: 9/5/2014 na tr e 3.2x impact bridging or lateral bracing required where shown*+ aY Q
4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ')7 OREGON 44/` •
SEQ. : 6051322 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, L 4/OREGON
TRANS I D• 407540 design loads be applied to any component. and are for"dry condition'of use. /
• 5.CompuTus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O: 14, `Z�.�P'�'
febdcetion,handing,shipment and installation of components. 7necessary. provided. 444 b `L�
6.This design is furnished subject to the irritations set forth by O.Plates shall bassumes
locateadequate
d on bothdfaces of truss,ad placed so their center I,
IIIiIII IIIIIIIIIIIIIIIIIIIIIIIDIIIIIIII
TPINVTCA in BCSI,copies of which win be furnished upon request. foes coincide with joint center lines.
MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9ate in Inches.
0.Poeigits basicrnte size of plate design values see ESR-1311,ESR•1 e88(MITek)
EXPIRES:12/31/2015
M.
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=( -93) 129 6-5=( 0) 18
BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. 2.3=(-214) 36 5-7=(-122) 165 5-3=( 0) 51
WEBS: 2x4 KDDF STAND 3.4=( -59) 46 3.7=(•184) 135
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' -30/ 375V -53/ 153H 5.50' 0.60 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 4'- 8.5' -85/ 87V 0/ OH 1.50' 0.14 KDDF ( 625)
Connector plate prefix designators: 6'• 0.0' •1/ 115V 0/ OH 5.50' 0.18 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. ICOND. 2: Design checked for nett-5 ssfl uplift at 24 'oc spacing.!
BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.005' @ 2'- 3.8' Allowed = 0.209'
MAX TL CREEP DEFL = •0.007' @ 2'- 3.8' Allowed = 0.279'
MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.039'
MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.051'
4-09-04 MAX HORIZ. LL DEFL = -0.007' @ 5'- 7.5'
.f '( MAX HORIZ. TL DEFL = 0.007' @ 5'. 7.5'
-/
NOTE:Design assumes moisture content does
12 not exceed 19% at time of manufacture.
10.00 7 i( Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=21.2ft, TCDL=4.2,BCOL=6.0, ASCE 7.101
M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
Toad duration factor=1.6,
Truss designed for wind loads
ei in the plane of the truss only.
At
T 0 •
AggiiIIII
c mi M-3x4 o M-1.5x3
OIE •7
�� 6 0
0
M-3x4 M-3x4
2-03-12 3-08-04
1, .1 .1 1'
1-00 2-05-08 6-00 3-06-08
(PROVIDE FULL BEARING:Jts:2.4.71
:O�PROF..,
JOB NAME: POLYGON PLAN 5-D NH - CJ 4C Scale: 0.4610 ���� lGn �7' 1S/o*�r
WARNINGS: GENERAL NOTES,unless otherwise e noted: ;921 S P 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 //
and Warnings before construction commences. building component.Applicabisty of design parameters and proper -
Truss: CJ 4 C 2.2x4 compression web bradng must be Installed where shown+. incorporation of component Is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 41011111.
,.
DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.o.and at 10'o.c.respectively unless braced throughout their lenng�th by ® .
po ty continuous sheathing such as plywood sheathing(TC)and/or drywan(m. (�
DATE: 9/5/2014 the overall structure Is the responsibitty of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ OREGON !,.
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. 40
SEQ. : 6051323 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment, G/ �4 O'� A.
design loads be applied to any component. and are for"dry of use. d 1 4 2 P}
TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes condition"bearing at all supports shown.Shim or wedge if q �7
fabrication,handling,shipment and installation of components. necessary. �t!/�CC b r�`�1V.V ..
7.Design assumes adequate drainage Is provided. rl rl
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 -
VIII II II III'(II II I III I III VIII III(IIII,copies of whch will be furnished upon r
MTek USA,IncCA In ./CompuTrus S(Software+7 6:(1t.)-Eequast. 1Digits
Ones so
F iccooae with joint center Ones.
0rb connector plate design values see ESR-1311,ESR-1988(MiTep
EXPIRES:12/31/2015
111111 IIIIIII This design prepared from computer input by •
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0
BC: 2x4 KDDF /116BTR SPACED 24.0' 0.C. 2-3=(-137) 115
TO 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' -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625)
5'- 9.2' 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -107/ 168V 0/ OH 1.50' 0.27 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
REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 'COND. 2; Design checked for net(-5 psf) uplift at 24 'oc spacing.(
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF 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'
5-11-10 MAX TC PANEL LL DEFL = 0.160' @ 3'. 7.2' Allowed 0.478'
( MAX TC PANEL TL DEFL = -0,144' @ 3'- 4.8' Allowed = 0.718'
--/ MAX HORIZ. LL DEFL = -0.002' @ 5'. 10.9'
MAX HORIZ, TL DEFL = •0.002' @ 5'- 10.9'
j( NOTE:Design assumes moisture content does
12 not exceed 19% at time of manufacture.
10.00 7 Design conforms to main windforce•resisting
system and components and cladding criteria.
Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
m Truss designed for wind loads
0 in the plane of the truss only.
4
0
m
'Tr-
•,:r
o/-
o q=�
M-3x4
), y
1-00 6-00
(PROVIDE FULL BEARING:Jts:2,4,3(
JOB NAME: POLYGON PLAN 5-D NH - CJ5 \��' - cs
Scale: 0.4821 eJ (N�)8y�7 /Q
WARNINGS: GENERAL NOTES,unless otherwise noted: tlr (r r 5/(.! --f7.
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 CC. = O P E ti'
Truss: CJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2o4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer.
DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atAle •
is the responsibility of the erector.Additional permanent bracing of 2'o,e.and at 10'o.e,respectively unless braced throughout their length by 61410..
the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(SC), / Wog!,-
DATE: 9/5/2014 va ty g 3.2x Impact bridging or lateral bracing required where shown++ • CC
SEQ. : 6051324 fasteners are complete and at no lime should any loads greeter than 6.Design assumes trusses are to be used in a 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. -! A OREGON 4,,
non-corrosive environment, 4. 1, Na A,
TRANS I D• 407540 design loads be applied to any component. and are for"dry condition"of use. / q}• Z P�'
' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beadng at all supports shown.Shim or wedge if O 14,f
fabdcation,handling,shipment and Installation of components. Dnesign
--R R 11-,''
6.This design is furnished subject to the linitations set forth 7.Design assumes adequateatedon both drainage Isprovided.r s
I iIn VIII VIII VIII VIII VIII 11111 III)IIIIby 6.Plates shall be located faces of truss,and placed so their center
TPIANfCA In SCSI,copies ofwhleh will be furnished upon request, lines coincide with joint center foes.
MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 90.FForrits basic connector plcate size of ate des design vIn alues see ESR-1311,ESR-1988(MITA)
EXPIRES:12/31/2015
11111111111This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-150) 175 6.5=1 0) 18
BC: 2x4 KDDF M16BTR SPACED 24.0' O.C. 2.3=(-257) 55 5-7=(-195) 224 5-3=( 0) 51
WEBS: 2x4 KDDF STAND 3.4=( -87) 66 3.7=(-249) 216
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 SO.IN. (SPECIES)
OVERHANGS: 12.0' 0.0' 0'- 0.0' -34/ 398V -66/ 185H 5.50' 0.64 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 7.5' -21/ 142V 0/ OH 5.50' 0.23 KDDF ( 625)
Connector plate prefix designators: 5'- 11.6' -69/ 108V 0/ OH 1.50' 0.17 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 osfl uplift at 24 'oc spacing.'
BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.008' @ 2'- 3.8' Allowed = 0.254'
MAX TL CREEP DEFL = -0.009' @ 2'- 3.8' Allowed = 0.339'
MAX HORIZ. LL DEFL = -0.010' @ 5'- 7.5'
5-11-10 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5'
.' 1' NOTE:Design assumes moisture content does
-, not exceed 19% at time of manufacture.
01 system n andfcomp nentsmain
andicladdingrcriteria,
12
10.00 07 Wind: 140 mph, h=21.7ft, 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 only.
M-4x6 4
(%
M t °
►. y'
414- V��IN M-3x4 c M-1.5x3
6 '
M-3x4 M-3x4
y 3, ).
2-03-12 3-08-04
3, 3. i, 3.
1-00 2-05-08 6-00 3-06-08
(PROVIDE FULL BEARING:Jts:2.7.41
00 PR Ope
JOB NAME : POLYGON PLAN 5-D NH - CJSCScale: 0.4046 N- IN 612
WARNINGS: GENERAL NOTES,unless othendse noted: 44 17
'9
1.Bulkier 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 92.0 P E ti'
and Warnings before construction commences. building component.Applicability of design parameters and proper
Truss: CJ 5 C Incorporation of component le the responsibility of the building designer. //`
2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at
3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.o,respectively unless braced throughout their length by �/'.opa..
DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shove++ y` �l'C
4.No load should be applied to any component until alter an bracing and 4.Installation of truss is the responsibility of the respective contractor. Ih
SEQ. : 6051325 fasteners are complete end at no lime should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,4 y OREGON
design loads be applied to any component. and are for"dry condition"of use.
6.
Desi2. P
TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the . gn assumes full at all shown.Shim or wedge If Q 1 4
fabrication,handl' ney.
ng,shipment and installation of components. 7.Designessarassumes adequate drainage Is provided. FR R 14L :.
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
II 1111 illi'II II I III III 111111 II I IIII TPINVTCA in BCSI,copies of which will befurnished upon request. 9.fines Digits coincide
size)ooint center lines.
f plate In Inches.
10.
MITek USA,Inc./CompuTrus Software+7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1g88(MITek) EXPIRES:12/31/2015
IIIIIIIII IIII This design prepared from computer input by .
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 -
TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1.2n( 0) 72 2.5=(0) 0
BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2.3=(-217) 192
3-4=(-115) 66
TC LATERAL SUPPORT <= 12.00. UON, LOADING
BC LATERAL SUPPORT <= 124OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
0'- 0.0' -24/ 377V -79/ 216H 5.50' 0.60 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -242/ 398V 0/ OH 1.50' 0.51 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0' -108/ 58V 0/ OH 1.50' 0.09 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
-r MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100'
MAX TL CREEP DEFL a -0.003' @ -1'- 0.0' Allowed = 0.133'
MAX TO PANEL LL DEFL = 0.074' @ 2'- 9.2' Allowed = 0.481'
) MAX TC PANEL TL DEFL = -0.073' @ 2'- 11.9' Allowed = 0.722'
MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2'
12 MAX HORIZ. TL DEFL = -0.003' @ 5'- 11.2'
10.00 7 )T1 NOTE: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=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
c
Truss designed for wind loads
ra in the plane of the truss only.
co
C
0
0
5.,-..a. ---/
M-3x4
1, J, y J,
1-00 6-00 1-02
'PROVIDE FULL BEARING:Jts:2.5.3.4I
JOB NAME : POLYGON PLAN 5-D NH - CJ6 ���` o PROFen
Scale: 0.4578 ��� `15�1P or
WARNINGS: GENERAL NOTES,unless otherwise noted: �/ 7/n 7, '$7
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 �' ^9G,0 P E {
Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper
Aill2.2x4 compression web braving must be Installed where shown+, incorporation of component Is the responsibility of the building designer.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at
DES. BY: LJ 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 -.4' 4e4101017'
��
continuous sheathing such as plywood sheathing(TC)and/or drywall(6C.
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ al 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. -9 OREGON" kr
SEQ. : 6051326 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L-
design loads be applied to any component, and are for"city condition"of use. /O '9 f 14'�m 0 A..L.
TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge if q� (1 f•
fabrication,handling,shipment end Installation of components.
necessary. - '�/ R R ti t..`^ v
7.Designlatesassumes adequate one both
drainage I of provided.a.
6.This design is famished subject to the pmita8ons set forth by a.Plates shell be located both faces of truss,and placed so their center
ch
lines coincide with joint center lines.
111111Ilill11111'IIII(IIII(IIII(IIII IIII IIII M TeTPIk USA,tnc./CompuT S CA In BCSI,copies of lSoftware 7 6 6(1L)-E request. 190.Fa basic connector oro plate design values see ESR-1311,ESR-1968(Wok)
EXPIRES:12/31/2015
111111111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 7'• 2.1' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(-114) 160 7-6=( 0) 18
BC: 2x4 KODF#1&BTR SPACED 24.0' 0.0. 2.3=(-236) 46 6.8=(•149) 206 6-3=( 0) 51
WEBS: 2x4 KDDF STAND 3-4=(-165) 126 3-8=(-229) 165
LOADING 4.5=( -62) 26
TC LATERAL SUPPORT<= 12.00. 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
TOTAL LOAD = 42.0 PSF BEAflING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -29/ 387V -80/ 217H 5.50' 0.62 KDDF 625)
Connector plate prefix designators: 5'- 7.5' -16/ 131V 0/ OH 5.50' 0.21 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -147/ 230V 0/ OH 1.50' 0.29 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.1' -18/ 11V 0/ OH 1.50' 0.02 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND. 2: Design checked for ne s pat) uplift at 24 'oc spacing./
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'
MAX LL DEFL = 0.006' @ 2'- 3.8' Allowed = 0.254'
MAX TL CREEP DEFL = -0.008' @ 2'- 3.8' Allowed = 0.339'
7-02-01 MAX HORIZ. LL DEFL = -0.008' @ 5'- 7.5'
T f MAX HORIZ. TL DEFL = 0.009' @ 5'- 7.5'
-, NOTE: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=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
in the plane of the truss only.
/11111.1110.1
In11111111i.-
r �o c �9o7c
1, y 1-
2-03-12 3-08-04
1, /' y 3.
1-00�, 2-05-08 4-08-09 1 y
6-00 1-02-01
;r r r . 8
��_to PR OPe
JOB NAME: POLYGON PLAN 5-D NH - CJ6C Scale: 0.3413 �,aNI/ �� �o,L�
WARNINGS: GENERAL NOTES,unless otherwise noted: I /
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 92,,P E r
Truss: CJ6C and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bradng must be installed where shown+• Incorporation of component is the responsiblity of the building designer. /r
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY• LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.0.respectively unless braced throughout their length by
continuous sheathing such as plywood sheething(TC)and/or drywa8(BC). ,I:d._- .0%DATE 9/5/2014 the overall aWdure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ -10
OREGON ��"
4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 r r
SEQ. : 6051327 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L� -if, ONA �.
design bads be applied to any component and are for"dry condition'of use. Q y 14, 2 '}
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing et ail supports shown.Shim or wedge I( P.
fabrication.handling. necessary. MFR R V 1�`-
np,shipment and installation of components. 7-Design assumes adequate drainage Is provided.
6.This design Is furnished subject to the Irritations set forth by 8.Plates shell be located on both faces of truss,and placed so their center
CA in
I.copies of
ch
ll be furnished upon
lines
ndde with joint center Ines. .
III II IN 11111 1111111111 VIII III ILII ILII MiTek USA,Inc./CompuTrus 9 ISoftware+7.6.6(10-E request. 0.For be icicon connector platetdesign values see ESR-1311.ESR-1988(MITep
EXPIRES:12/31/2015
I
IIIIIIIIIIIIII This design prepared from computer input by .
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4'
TC: 2x4 KDDF @1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1.2o(q FORCES 2W5e(0F/Cq=1,00
BC: 2x4 KDDF @TR SPACED 24.0' 0.C. 2.3e(-266 22 .5=(0) 37 0) 0
1&B
TC LATERAL SUPPORT <= 12.0C. UON. LOADING 3.4=( -90) 38
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Connector plate prefix designators: 0'- 0.0' -24/ 378V -93/ 249H 5.50' 0.61 KDDF ( 625)
Connec 8,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 69V 0/ OH 5.50 0.11 KDDF ( 625)
= CompuTrus, Inc5'• 11.2' -226/ 355V 0/ OH 1.50' 0.45 KDDF ( 625)
M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4' -14/ 22V 0/ OH 1.50' 0.03 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(•5 psf) uplift at 24 'oc spacin0.1
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'
MAX TC PANEL LL DEFL = 0.118' @ 2'• 11.7' Allowed = 0.481'
�� MAX TC PANEL TL DEFL = 0.104' @ 2'- 11.7' Allowed = 0.722'
MAX HORIZ. LL DEFL = -0.003' @ 8'• 3.7'
MAX HORIZ. TL DEFL = -0.003' @ 8'• 3.7'
12 NOTE:Design assumes moisture content does
10.00 not exceed 19% at time of manufacture.
Design conforms to main windforce•resisting
i( system and components and cladding criteria.
Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
21 m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
o load duration factor=1.6,
d Truss designed for wind loads
in the plane of the truss only.
M_
C
O J�
O �� 5-.
M-3x4
J, 1, 1, /,
1-00 6-00 2-04-07
1PROVIDE FULL BEARING:Jts:2,5.3,41
pPRop
JOB NAME : POLYGON PLAN 5-D NH - CJ7 Scale: 0.4129 �4 1N fryFOtv
n
WARNINGS: GENERAL NOTES,unless otherwise noted: �cL v!./�/! ! 2
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.:2::: P E �r
Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper ,000.1........
2.2x4 compression web bracing must be Installed where shown+.
Incorporation of component Is the responsibility of the building designee //
DES. B Y: Lal 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector.Additional permanent bracing of 2'ex.and at 10'o.c.respectively unless braced throughout their length by ®
continuous sheathing such as plywood sheathing(TC)and/or drywall C. ,,...."0011+,
DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) s/ 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. -9 RON 4,
SEQ. : 6051328 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L/ V O\D ,t
design loads be applied to any component and are for*dry condition"of use.
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at ail supports shown.Shim or wedge if Q 2 Q
fabrication,handling,shipment and Installation of components. necessary. r
6.This design Is furnished subject to the imitations set forth 7.DesignPlates shall be assumes adequate botdrah
is rues,and - /�.'�R`��.
11411111111111111 TPIIWTCA in BCSI,copies of which will be famished upon quest. 8. nes coincide with Joint center Anes faces of truss, placed so their center
MITek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E ches.
180.FForribasiciconnector size of
a deate sign values see ESR-1311,ESR-1988(MiTek)
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-115) 164 7.6=( 0) 18
BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-235) 82 6.8=(-149) 211 6-3=( 0)
51
3.4=(-216) 173 3-8=(-234)
166
WEBS: 2x4 KDDF STAND
LOADING 4.5=( -68) 31
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 flEOUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0' 0.0' O'- 0.0' -29/ 386V -93/ 249H 5.50' 0.62 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 7.5' -19/ 131V 0/ OH 5.50' 0.21 KDDF ( 625)
Connector plate prefix designators: 5'- 11.2' -158/ 243V 0/ OH 1.50' 0.31 KDDF ( 625)
C,U2OHS, 18HS (or no prefix) = CompuTrus, Inc RIQUIRD STORAGE DOES NOT APPLY DUE TO THE SPATIALI8'- 4.4' -34/ 53V 0/ OH 1.50' 0.08 KDDF ( 625)
M,M20HS,M18HS,M16 =MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 osfl uolift at 24 'oc spacing.)
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'
MAX LL DEFL = 0.006' @ 2'- 3.8' Allowed = 0.254'
MAX TL CREEP DEFL = -0.008' @ 2'- 3,8' Allowed = 0.339'
MAX HORIZ. LL DEFL = -0.008' @ 5'- 7,5'
8-04-07 MAX HORIZ. TL DEFL = 0.009' @ 5'- 7.5'
T T NOTE:Design assumes moisture content does
-/ not exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
' system and components and cladding criteria.
12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
10.00 load Trussddesigned uration ffor owind 6loads
in the plane of the truss only.
m
M-4x6
m.._ A11:1 ... -/
4�`' 8
-t G4-� c M-1.5x3
M 3x4 7M-3x. 0
M-3x4
J. 1. y
2-03-12 3-08-04
J. J. J. y
1-00), 2-05-08 5-10-1 y
6-00 2-04-07
(PROVIDE FULL BEARING:Jts:2.8,4,5)
��4t,Ct PR OF6-
JOB NAME : POLYGON PLAN 5-D NH - CJ7C Scale: 0.3027 �� -7/5//r
(N (lQ��' /�
GENERAL NOTES,unless otherwise noted: � 5/1! p
WARNINGS: CC =92•SPE r
1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the paremetere shown and Is for an Individual
and Warnings before construction commences. building component.Applicability of design parameters and proper
Truss: CJ 7 CiIncorporation of component Is the responsibility of the bcik8ng designer.
2.2x4 compression web bredng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced et
3.Additional temporary bracing to Insure stadity during construction 2'o,G and at 10'o.c.respectively unless braced throughout their length by ..... Ware.-
-4
- O�
DES. BY: L J Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywag(eC). 4 �'Q"
DATE: 9/5/2014 the overall structure Is the respondbiity of the bulking designer. 3.2x impact bridging or lateral bracing required where shown++
SEQ. : 60513 29 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. b
fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, .�L, 41,OREGON 1A
design loads be applied to any component. and are for"dry full bearing
of use. / 1 4 -C'
TRANS I D: 407540 5.CompuTrus bases control over and assumes no responsidity for the 6'aeeegsn se assumes NII at at supports shown.Shim or wedge If ��.
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided.y. ill .R R t�,'
6.Thls 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
WI be furnished upon
ch
Ines
ndde with joint center Ines.
III 11 11 VIII 11111
VIII 11111111(III(III UWTCA in SCSI,copies of whMTe USA,Inc/CofflpUTfu5ISoftware+7.8.(1 L)-Eequest. 10.Forribas crop connector plate design valte in ues see ESR-1311,ESR-1988(MITek)
EXPIRES:12/31/2015
IIIIIIIIIIIII This design prepared from computer input by ,
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 9'• 6.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 •
TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-319) 286
3-4=(-102) 45
TC LATERAL SUPPORT <= 12.00. UON. LOADING
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES)
0'• 0.0' -23/ 376V -107/ 284H 5.50' 0.60 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'• 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'• 11.2' -250/ 379V 0/ OH 1.50' 0.48 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9' -53/ 77V 0/ OH 1.50' 0.12 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.(
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'
MAX TO PANEL LL DEFL = 0.067' @ 3'- 4.9' Allowed = 0.481'
/10.007 ()
MAX TC PANEL TL DEFL = -0.075' @ 3'• 2.4' Allowed = 0.722'
MAX HORIZ. LL DEFL = -0.004' @ 9'• 6.1'
MAX HORIZ. TL DEFL = -0.004' @ 9'• 6.1'
NOTE: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=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10,
(All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir),
load duration factor=l,6,
c Truss designed for wind loads
0in the plane of the truss only.
000
c,R !
), J. J. ).
1-00 6-00 3-06-14
'PROVIDE FULL BEARING:Jts:2.5,3,4)
R
JOB NAME : POLYGON PLAN 5-D NH - CJ8 Scale: 0.3715 �CjCY' PNFFF619
`15'/1
WARNINGS: GENERAL NOTES,unless otherwise noted: •
4� nnnn rrrrr����� ".
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 P E
Truss: CJ 8 and Warnings before construction commences. building component.Applicability of design parameters end proper
2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer.
3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: LJ2'o.c.and at t0'o.c.respectively unless braced throughout their length by *® '
Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as
DATE: 9/5/2014 responsibility g designer. bridging plywood where s ownordrywali C). _� 2
the overall structure is the res nslbili of the building 3.2x Impact brid i or lateral bracing required where shown++
4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. A OREGON
�
SEQ. : 605133 0 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, �L , \a A.
design loads be applied to any component. nand are for'dry condition'of use. /Q .1), 14 n O
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge II P
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 'SFR RVt,.�-�
G.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center
ch
Illill 111111111 VIII VIII VIII VIII'III'III TPliWI-CA in BCSI,copies of ll be furnished upon
MITe SA,Inc./CompuTrus1Software 7.6.6(1 L)E request. 10.Farrib indicate
of
des gn values see ESR-1311,ESR-1988(Weld
EXPIRES:12/31/2015
MEMMEMMEW
11111111111This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0
BC: 2x4 KODF N16BTR SPACED 24.0' O.C. 2-3=(-374) 304
3.4=(-142) 57
TC LATERAL SUPPORT <= 12'00. MON. LOADING 4.5=( -56) 0
BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
OVERHANGS: 12.0' 9.2' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HDRZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 376V -117/ 331H 5.50' 0.60 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -258/ 391V 0/ OH 1.50' 0.50 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0' -129/ 191V 0/ OH 1.50' 0.24 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 nsfl uplift at 24 'oc soacina.l
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'
MAX LL DEFL = -0.001' @ 10'• 9.2' Allowed = 0.077'
MAX TL CREEP DEFL = -0.001' @ 10'- 9.2' Allowed = 0.103'
MAX TC PANEL LL DEFL = 0.064' @ 3'. 4.9' Allowed = 0.481'
/10.00
MAX TO PANEL TL DEFL = -0.072' @ 3'- 2.4' Allowed = 0.722'
MAX HORIZ. LL DEFL = •0.006' @ 9'- 11.2'
MAX HORIZ. TL DEFL = -0.006' @ 9'- 11.2'
NOTE: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=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10,
o (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir),
,r load duration factor=1.6,
o Truss designed for wind loads
o, in the plane of the truss only.
C.,,f1- KALIMMIIMMIIMIMIIIIMI
O
y y y y
1-00 6-00 4-09-04
(PROVIDE FULL BEARING:Jts:2.6.3.41
��ri
,O PROpt.
JOB NAME : POLYGON PLAN 5-D NH - CJ9 Scale: 0,3424 <° GINE 0
WARNINGS: GENERAL NOTES,unless otherwise noted: �� �5I Z�
1.Builder and erection contractor should be advised den General Notes 1.This design Is based only upon the parameters shown and is for an Individual =9�OPE
and Warnings before construction commences. building component.Applicability of design parameters and proper
Truss: CJ 9Incorporation of component is the responsibility of the building designer.
2.2x4 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at
3.Additional temporary bracing to Insure stadity during construction 2'o.0.and at 10'o.c.respectively unless braced throughout their length by `.fir `WNW'
DES. BY: U is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shestNng(TC)end/or drywallC). Q
DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ 'f7` OREGON ��4
SEQ. : 6051331 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. b
fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are robe used In a non-corrosive environment, n ��AL
design loads be applied to any component. and are for'dry condition"of use. �O. y 14 .
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tun bearing at all supports shown.Shim or wedge if
fabrication,handling,shipment and installation of components. necessary. pp nn 11
7.Design assumes adequate drainage is provided. R R i l-,'
6.This design is furnished subject to the Irritations set forth by 6.Plates shell be located on both laces of truss,end placed so their center
I,copies of which will be
upon
urnished
lines
IIIIII 111111 VIII I III(III 11111111 MITe USA,inCJCompuTrus Softw e17.6.6(1L)E request. 10. coincide joint plate design values see ESR-1311,ESR-1988(MITe10
9.Digits Indicate size of plate In Inches.For basic connector
PIPAITCA in
EXPIRES:12/31/2015 •
IIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KOOF /16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.60(0) 0
BC: 2x4 KDDF H16BTR SPACED 24.0' O.C. 2-3=(-411) 381
3-4=(-192) 140
TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=( -55) 29
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 376V .134/ 356H 5.50' 0.60 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -261/ 380V 0/ OH 1.50' 0.49 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -137/ 194V 0/ OH 1.50' 0.25 KDDF ( 625)
11'- 11.7' .30/ 49V 0/ OH 1.50' 0.08 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 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 TC PANEL LL DEFL = 0.067' @ 3'. 4.9' Allowed = 0.481'
MAX TC PANEL TL DEFL = -0.075' @ 3'. 2.4' Allowed = 0.722'
MAX HORIZ. LL DEFL = -0.007' @ 11'- 10.9'
ff
MAX HORIZ. TL DEFL = -0.007' @ 11'- 10.9'
NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
12
Design conforms to main windforce-resisting
10.00 7 system and components and cladding criteria.
Wind: 140 mph, h=24.2ft, TCOL=4.2,BCDL=6.0, ASCE 7.10,
cm (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
0
load duration factor=1.6,
Truss designed for wind loads
/ c in the plane of the truss only.
co
o -f
6-='"
M-3x4
1, , 1, y
1-00 6-00 5-11-11
IPROVIDE FULL BEARING:Jts:2,6,3.4,5(
��0 PROFz•
s
JOB NAME: POLYGON PLAN 5-D NH - CJ10 5� PNQ - s/
Scale: 0.3221 \
CI % l5/l
WARNINGS: GENERAL NOTES,unless othenvlse noted: n -tom
�+ 1.Builder end erection contractor should be advised of en General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �9 G,o P E
Truss: CJ 1 0 and Warnings before construction commences. building component.Applicability of design parameters end proper //►/
2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY' LSI 2'o.c.and at 10'o.n.respectively unless braced throughout their length by aI/�
Is the responslbllity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4CC
`"`
DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++
4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. '3! OREGON 4./SEQ. : 6051332 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. i A- 'by ONS` t s
design loads be applied to any component
5.CompuTrus hes no control over end assumes no responsibility for the .and are for"dry condition"of use. Q,. 14 _ - A^C'
TRANS I D: 407540 6Design assumes full bearing at all supports shown.Shim or wedge if r `-
fabrication,handling,shipment and installation of components. 7
necessary. 41 R RIO-
.Design assumes adequate drainage is provided. rl
6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faxes of truss,and placed an their center -1111111111111131110.VTPI1WiCA in BCSI,copies of which will furnished upon request Digs coincide with jointanr Ines.
9.Digits Indicate size offpplatete In inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E For basic connector plate design values see ESR-1311,ESR-1968(Welt) EXPIR ES:12/31/2015
MIIMOMM
I
1111 1111 1 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(0) 0
BC: 2x4 KDDF 911BTR SPACED 24.0' O.C. 2.3=(-454) 427
3.4=(-246) 188
TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=( -77) 55
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF
OVERHANGS: 12.0' 0.0' TOTAL LOAD u 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 377V -148/ 392H 5.50' 0.60 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -262/ 373V 0/ OH 1.50' 0.48 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -169/ 239V 0/ OH 1.50' 0.31 KDDF ( 625)
13'- 1.6' -60/ 90V 0/ OH 1.50' 0.14 KOOF ( 625)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND. 2: Desian 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'
oloor
MAX TC PANEL LL DEFL = 0.068' @ 3'- 4.9' Allowed = 0.481'
MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4' Allowed = 0.722'
MAX HORIZ. LL DEFL = -0.008' @ 13'- 0.9'
MAX HORIZ, TL DEFL = -0.008' @ 13'- 0.9'
NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
12 Design conforms to main windforce-resisting
system and components and cladding criteria.
10.00 7
Wind: 140 mph, h=24.7ft, TCDL=4.2,BCOL=6.0, ASCE 7.10,
c) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
0 load duration factor=l.6,
Truss designed for wind loads
c in the plane of the truss only.
co
v
-=5
o = 6
M-3x4
1, ), ), y
1-00 6-00 7-01-10
(PROVIDE FULL BEARING:Jts:2,6.3,4.51
��p`,p PROpc.
JOB NAME : POLYGON PLAN 5-D NH - CJ11 Scale: 0.2978 \� ({� G("�
WARNINGS: GENERAL NOTES,unless otherwise noted: �� . '�n5/l �
1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for en Individual 4t = ,P E r
end Warnings before construction commences. building component.Applicability of design parameters end proper
Truss: CJ 11 Incorporation of component Is the responsibilty of the building designer.
2.2x4 compression Additional
web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at
3.Additional temporary bracing to insure stability during construction 2'cc.and at 10'o.n.reapectivety unless braced throughout their le th by /,1.�„r..- `1,.r
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). 6 tr
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON
4.No load should be appled to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. -1' b '((/
SEQ. : 6051333 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, Z. q, N A
design loads be applied to any component. end are for"dry condition"of use. d 3' 14 2
TRANS I D: 407540 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 17�P
fabrication,handling,
necessary. ✓/ R RI 0-
rq,shipment and installation of components. 7,Design assumes adequate drainage Is provided.
6.This design Is furnished subject to the irritations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center
IIIIII III 11111 VIII VIII I III Iilll ill(III TPINYICA In BCSI,copies of which will furnished upon request. Digitsgit cdawithjointof centernche.
9.linenindicate 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) EXPIRES:12/31/2015 •
111111 1111111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 9'• 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0
BC: 2x4 KDDF N11,BTR SPACED 24.0. O.C. 2.3=(-336) 304
TC LATERAL SUPPORT <= 12'0C. UON. LOADING 3-4=(-109) 56
BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
Connector plate prefix designators: 0'- 0.0' -22/ 375V -111/ 296H 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)
C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc 5'• 11.2' -261/ 392V 0/ OH 1.50' 0.50 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8' -64/ 93V 0/ OH 1.50' 0.15 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND I00 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Desion checked for net(-5 psf) uplift at 24 'oc spacing.
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'
MAX TC PANEL LL DEFL = 0.064' @ 3'• 4.9' Allowed = 0.481'
it MAX TC PANEL TL DEFL = •0.072' @ 3'- 2.4' Allowed = 0.722'
MAX HORIZ, LL DEFL = -0.005' @ 9'• 11,0'
MAX HORIZ. TL DEFL = •0.005' @ 9'• 11.0'
12 NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
10,00[7 system and components and cladding criteria.
Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6,0, ASCE 7.10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
0 load duration factor=l.6,
Truss designed for wind loads
co
in the plane of the truss only.
0
0o
m
gt
c = 5�_� -,
M-3x4
, J. y y
1-00 6-00 3-11-12
(PROVIDE FULL BEARING:Jts:2,5,3,41
JOB NAME : POLYGON PLAN 5-D NH - CJ12 3e al e: 0.3645 �5���0 RO,z�`s`-
WARNINGS: GENERAL NOTES,unless otherwise noted: 17
�4,,. . /
CJ12
� 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 r
Truss: CJ 1 2 and Warnings before construction commences. building component.Applicability of design parameters and proper /
2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. /
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. B Y: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10•o.c.respectively unless braced throughout their length by �
DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood cited ng(TC)end/or drywal BC).
P ty g 3.In Impact bridging or lateral bracing required where shown++
4.Na load should be applied to any component until alter Be bracing and 4.Installation abyss Is the responsibility of the respective contractor. -'y REO4,
SEQ. : 6051334 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L/ ",:71':). 11P1:(::!!
Nb A
TRANS ID: 407540 design loads be applied to any componentend ere for"dry condition'of use.
5.CompuTrus has no control over and assumes no responslbllity for the 6.Design assumes full bearing at all supports shown.Shim or wedge IfQ t��
fabrication,handling,shipment and installation of components. necessary. iii '?'T`.
6.This design Is furnished subject to the imitations set forth7.Design assumes adequateododrainage is provided.,a '7�R n I��.V
by 8.Plates shall coincide located on both laces of truss,end placed so their centerI ll
IIIIII IIIII IIIII VIII VIII VIII 11111(III(III MITek USA,Inc./CompuTrus CA In BCSI,copies of (Sofch tware 7.6.6(1 L)E ll be furnished upon request. with Joint center Ines.
0.ForribaInes cconnector
plc etdes gn values see ESR-131 1,ESR-1988(MiTek)
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-249) 222
3-4=( -91) 37
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
DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
0'. 0.0' -24/ 378V -88/ 238H 5.50' 0.60 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' •223/ 356V 0/ OH 1.50' 0.46 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6' •14/ 3V 0/ OH 1.50' 0.01 KDDF ( 625)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.)
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'
MAX TC PANEL LL DEFL o 0.095' @ 2'- 11.8' Allowed = 0.481'
0 MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4' Allowed = 0.722'
i
MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2'
MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9'
12 NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
10.00
�( Design conforms to main windforce•resisting
)i system and components and cladding criteria.
Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
CO
G load duration factor=l.6,
Truss designed for wind loads
c in the plane of the truss only.
n
co
0
M-3x4
1, )• y y
1-00 6-00 1-11-10
(PROVIDE FULL BEARING:Jts:2,5,3,41
�e`co PR 04.0
JOB NAME : POLYGON PLAN 5-D NH - CJ 13 5- GINE s�
Scale: 0.4253 \ !_\7`(qy ib
GENERAL NOTES,unless otherwise noted: �� l�l j •v9
1.Builder and erection contractor should be advised of e8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Ct = ,P E f
Truss: CJ 13 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be Installed where shown+. (neo ration of component is the responsibility of the bulkling designer.
3.Additional temporary bracing to Insure staNIty during construction 2.Design assumes the top and bottom chords to be laterally braced at 4,44110P
DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.end at 10'c.c.such Wey unless braced throughout their le th by `rpr.
Po y continuous sheathing such as plywood sheathing(TC)and/or drywallC). st1. tr
DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON
4.No load should be applied to any component until after aft bracing and 4.Installation of truss is the responsibility of the respective contractor. 7L /� t„ A.
SEQ. : 6051335 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, .. Y 14' ZEN A
design loads be applied to any component. and are for"dry condition"of use. A
TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing et all supports shown.Shim or wedge if
AC to
fabrication,handling, necessary. f
rg,shipment and Installation of components. 7,Design assumes adequate drainage Is provided.•-rl R`M�
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 - -'
i VIII Il lI I'll)11111 11
i II VIII(III(III TPIANTCA In SCSI,copies of which will be furnished upon request. Digits
coincide In Inches.9.lines
cinnddicatt e size of with jointplate
center
Itno
MITekUSA,lnc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) EXPIRES:12/31/2015
IIIIIIIIIIIII This design prepared from computer input by ,
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cgol.00
•
IC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0
BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3=(•137) 115
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 SO,IN. (SPECIES)
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625)
5'- 9.2' 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -107/ 168V 0/ OH 1.50' 0.27 KOOF ( 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 ICOND. 2: Design checked for net(-5 osfl 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 10PSF 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'
5-11-10 MAX TC PANEL LL DEFL = 0.160' @ 3'• 7.2' Allowed = 0.478'
MAX TO PANEL TL DEFL = -0.144' @ 3'- 4.8' Allowed = 0.718'
-, MAX HORIZ. LL DEFL = -0.002' @ 5'. 10.9'
MAX HORIZ. TL DEFL = -0.002' @ 5'. 10,9'
) NOTE:Design assumes moisture content does
12 not exceed 19% at time of manufacture.
10.00 V Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=21,7ft, TCDL=4.2,BCOL=6.0, ASCE 7.10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
Truss designed for wind loads
00 in the plane of the truss only.
0 0
II)
m
0 0
0 - 4--4 -/
M-3x4
y 1, y
1-00 6-00
'PROVIDE FULL BEARING:Jts:2.4,3)
JOB NAME : POLYGON PLAN 5-D NH - CJ 14 ���`�� PR�Fes,
Scale: 0.4821 �Gj GINS /
O
WARNINGS: GENERAL NOTES,unlessotherwisenoted: nn�/�r 2'$r.
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 IndividualCt. ^92)*P E f
Truss: CJ 14 and Warnings before construction commences, Incorporation
gaomponco component
Is Applicability responsibility spoparameters uild proppeer y
2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the mtoof the building designer. �/
3.Additional temporary bracing to Insure stability during consbucuon 2.Design assumes the top and bottom chords to be laterally t their at
DES. EIY: LJ2' and at 10'o.c.respectivelyhas unless braced throughout their length by ` :/,_'.
Ie the responsibility ofthe erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywelC). / rr•+
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ Q
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. -OREGON
SEQ. : 6051336 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, �L. 2 r\�` ��
design loads be applied to any component. and are for"dry condition'of use. /t
TRANS I D: 407540 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 9y 1 4, �,
fabrication,handling,shipment and Installation of components. Designneas. /� �R`L'.
6.This design Is furnished subject to the Irritations set forth 7. latesassumes adequateodon both drainagecIs oprovided. rl
g 1 by 8.Plates shall a located faces of truss,and placed so their center
I VIII'VIII VIII VIII IIIA I III VIII'III'III TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center fines.
P.Digits Indicate size of plate In Inches, i G
MITokUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1g88(MITek) EXPIRES:12/3I/201 7
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF g1MBTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0
BC: 2x4 KDDF N16BTR SPACED 24.0' 0.C. 2-3=(.133) 112
TC LATERAL SUPPORT <= 12'OC. VON. LOADING
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG 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' -32/ 398V -64/ 180H 5.50' 0.64 KDDF ( 625)
5'. 9.0' -108/ 165V 0/ OH 1.50' 0.26 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 75V 0/ OH 5.50' 0.12 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 osfl uplift at 24 'oc spacin0.1
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.141' @ 3'• 6.1' Allowed = 0.465'
5-09-12 MAX TC PANEL TL DEFL = •0.129' @ 3'. 3.8' Allowed = 0.697'
f f MAX HORIZ. LL DEFL = -0,002' @ 5'- 9.0'
-/ MAX HORIZ. TL DEFL = -0.002' @ 5'• 9.0'
NOTE
nassumes
amoisture
1°( not exceed19'kattimeofmanufacture.
12
10,00 7 Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=21,6ft, 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
LO in the plane of the truss only.
N
0
N
CO
O 4 '
M-3x4
y ), y
1-00 6-00
'PROVIDE FULL BEARING;Jts:2,4.31
JOB NAME: POLYGON PLAN 5-D NH - CJ15 scale: 0.4640 �5<�.ID PNSpp561�0
WARNINGS: GENERAL NOTES,unless otherwise noted: 17
'rrrrrr���f�f�l� ��
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 CC = .P E f
Truss: CJ 15 and Warnings before construction commences. building component.Applicability of design parameters and proper �/
2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer,
3.Additional temporary bracing to Insure stability dining construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: (-J Is the res nsibility of the erector,Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by `.ter ,. 411601..Po continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). A.
CC
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ OREGON
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. •�
tri
SEQ. : 6051337 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, `.- •, y 2P .4 A.
design loads be applied to any component and are for-dry condition-of use. _Q. 14 2 _.� •'
TRANS I D: 407540 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 Q!
fabrication,handling,shipment and installation of components. necessary. �LJF 1 �.
7.Designlatesassumesadequatene drainage Isf russrl RL4
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
VIII I I III'VIII III I III I III IIII IIIITPIANTCA In BCSI,copies of which will be furnished upon request, lines colndde with Joint center tines.
9.Digits Indicate size of plate in Inches,
MJTekUSA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MfTek) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by ,
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1.2e( 0) 72 2.4=(0) 0
BC: 2x4 KDDF H1&BTR SPACED 24.0' O.C. 2.3=(•89) 81
TC LATERAL SUPPORT <= 12.00. 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' •27/ 345V -44/ 130H 5.50' 0.55 KDDF ( 625)
3'• 10.2' -125/ 134V 0/ OH 1.50' 0.21 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'• 0.0' 0/ 58V 0/ OH 5.50' 0.09 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
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.)
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF 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'
3-10-15 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.082'
MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.109'
MAX TC PANEL LL DEFL = 0.024' @ 2'- 1.8' Allowed = 0.300'
• MAX BC PANEL TL DEFL = -0.035' @ 3'• 1.4' Allowed = 0.339'
12 -/
10.007
MAX HORIZ. LL DEFL = -0.001' @ 3'• 10.2'
MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.2'
(�) NOTE: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=20.8ft, TCDL=4,2,BCDL=6.0, ASCE 7-10,
to
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
r load duration factor=1.6,
o Truss designed for wind loads
t� in the plane of the truss only.
m
o10
)r- imeno Imemsc4
M-3x4
L. J. >
1-00 (PROVIDE FULL BEARING:Jts:2,3,41 6-00
JOB NAME : POLYGON PLAN 5-D NH - CJ16 ���OPROFFss
Scale: 0.5878 t,/GINAl�� �„,
WARNINGS: GENERAL NOTES,unless otherwise noted: CI�� ,/! I '9r
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 =9 2.0 P E
Truss: CJ 16 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responslbiaty of the building designer.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the fop and bottom chords to be laterally braced at
DES. BY: LJ la the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r ��
po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). -4
`'
DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ WQ
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. OREGON. a
SEQ. : 6051338 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, lc
design loads be applied to any component. and are for"dry condition"of use. �Q }' 1 4, rZQ A�.
TRANS I D: 407540 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 `-
0 necessary. /l
fabdcatlon,hand
ng,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. R R`L
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
ch ll be furnished upon
lines coincide with joint center lines.
I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMITe A.lnc./CompuT s(Software 7.6.6(1L)-E request 10.Forribasic con size of ector plate design valInches.
es see ESR-1311,ESR-1888(MiTek)
EXPIRES:12/31/2015
1E1 111111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF R168TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0
BC: 2x4 KDDF #186TR SPACED 24.0' 0.C. 2-3=(-137) 115
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' -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625)
5'- 9.2' 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -107/ 168V 0/ OH 1.50' 0.27 KDDE ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M2GHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )GOND, 2: Desion checked for nett-5 psfl 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 10PSF 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'
5 11-10 MAX TC PANEL LL DEFL = 0.160' @ 3'- 7.2' Allowed = 0.478'
MAX TO PANEL TL DEFL = -0.144' @ 3'- 4.8' Allowed = 0.718'
-,i MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9'
MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9'
( NOTE:Design assumes moisture content does
12 not exceed 19% at time of manufacture.
10.00 7 Design conforms to main windfarce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=21.7ft, 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 in the plane of the truss only.
0
0
0
10
111.
O _ 0
O 4
M-3x4
1-00 6-00
)PROVIDE FULL BEARING;Jts:2,4,3)
JOB NAME : POLYGON PLAN 5-D NH - CJ17 Scale: 0.4821 s.0INS
WARNINGS: GENERAL NOTES,unless otherwise noted: ("7/5/if O-Y-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 =92.O P E
Truss: CJ 17 end Warnings before construction commences. building component.Applicability of design parameters and proper ////�/
2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibilty of the building designer. l
3.Additional temporary bracing to Insure slabiGty during construction 2.Design assumes the top and bottom chords to be laterally braced atAle,
2'o.c.and at 10'o.c.respectively unless braced throughout their length by et/�=
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/ord (g -01
the overall structure Is the responsibility of the buildingdesigner. 9R s ryvrell(BC>. �.
DATE: 9/5/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown++
4.No load should be applied to any component until alter en bracing and 4.Installation of truss Is the responsibility of the respective contractor. ")7OREGON. t(/
SEQ. : 6051339 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/ '.74 O\1)
TRANS I D: 407540
design loads be applied to any component
5.CompuTrus has no control over and assumes no responsibility for the and are for-dry condition"of use.
6.Design assumes full bearing at all supports shown.Shim or wedge If O 1 4, Z \;....t.
fabrication,handling,shipment and Installation of components.
necessary. Is p A,
6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be locaten assumes d on both fate ces of truss,and placed so their center � R R{�..� v
111111 11111 11111 IIII 1110 I III I III 10 IIIIMiTek1PI"SAinlnc./Co PUT s SofSCSI,copies of which t Iware 7.6.6(1L)-E l be furnished upon request. 19.0.Ones coincide with joint center Ones.
ibasicon ectoroplatetin Inches.
For design values see ESR-1311,ESR-1988(MITA)
EXPIRES:12/31/2015
01 11111111 This design prepared from computer input by '
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF ql&BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 KODF #1&BTR SPACED 24.0' O.C. 2.3=(-69) 26 84 2 4-(0) 0
TC LATERAL SUPPORT <= 12'0C. 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 SO.IN, (SPECIES)
OVERHANGS: 20.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -132/ 478V -12/ 83H 5.50' 0.77 KOOF ( 625)
Connector plate prefix designators: LL = 1'• 9.2' -86/ 45V 0/ OH 5.50' 0.07 KDOF ( 625)
25 PSF Ground Snow (Pg) 3'• 3.8' -36/ 78V 0/ OH 1.50' 0.12 KOOF
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacin0.1
6.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.019' @ -1'- 8.0' Allowed = 0.167'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222'
MAX TC PANEL LL DEFL = 0.004' @ 1'- 5.5' Allowed = 0.204'
MAX TC PANEL TL DEFL = 0.004' @ 1'- 4.3' Allowed = 0.307'
3 MAX HORIZ. LL DEFL = •0.000' @ 3'- 3.0'
MAX HORIZ. TL DEFL = -0.000' @ 3'. 3.0'
NOTE: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=20ft, TCOL=4.2,BCDL=6.0, ASCE 7-10,
c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
e load duration factor=l.6,
CV Truss designed for wind loads
in the plane of the truss only.
thf
v
o,- 2��I 4`��
M-3x4
1, y J. y
1-08 2-00 1-03-12
II90vIDE FULL BEARING:Jts:2,4,3(
JOB NAME : POLYGON PLAN 5-D NH - CSJ1 Scale: 0.8191 ����7`yGPNe 61,1,P
WARNINGS: GENERAL NOTES,unless otherwise noted: �y� r /5// / 2-9
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 en individual It > O P E r
Truss: CSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown.. Incorporation of component Is the responsld //
ity of the building designer.
3.Additional temporary bracing to insure stablity during construction
2.Design assumes the top end bottom chords to be laterally braced at - ..
DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2' end at 10'o.c.respectively unless braced throughout their length by `rpt 4��
continuous sheathing such as plywood shoed TC)and/or drywall(m. /'
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2z impact bridging or lateral bracing required where shown+. -40 CC
4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 4'
SEQ. : 6051341 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- 4, Nt. ,`
design loads be applied to anycomponent. and are for"dry condition"of use. / q
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibilityfor the 6.Design assumes full beading at all supports shown.Shim or wedge if O y 14, Z� A
necessary. "e'
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. MFR RIO-
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
ch
lines colndde with
I IIIIII VIII VIII VIII ILII VIII VIII IIII IIIIMITe SA,lnC./CompuTrus I/W(CA In SCSI,copies of (Software 7.6.6(1 L)E ll be famished upon request. 10.For basic connectorplate design values see ESR-1311,ESR-1988(MiTek)o
int center Ines.
9,Digits indicate size of plate in inches.
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'• 7.7' IBC 2012 MAX MEMBER FORCES 4WR(DDF/Cq=1.00
TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0
BC: 2x4 KDDF R1&BTR SPACED 24.0' O.C. 2.3`(-117) 53
TC LATERAL SUPPORT <= 12'0C. 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: 20.0' 0.0' TOTAL LOAD = 42.0 PSF 0'. 0.0' -98/ 461V -25/ 194H 5.50' 0.74 KDDF ( 625)
1'• 9.2' -65/ 193V 0/ OH 5.50' 0.31 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7' -75/ 160V 0/ OH 1.50' 0.26 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 ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacin0.(
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019' @ -1'- 8.0' Allowed = 0.167'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ •1'- 8.0' Allowed = 0.222'
MAX BC PANEL LL DEFL = 0.004' @ 1'- 0.1' Allowed = 0.054'
MAX BC PANEL TL DEFL = -0.005' @ 1'- 0.1' Allowed = 0.072'
MAX HORIZ. LL DEFL = -0.001' @ 6'. 7.0'
12 MAX HORIZ. TL DEFL = -0.001' @ 6'- 7.0'
6.00 17 NOTE: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=20.9ft, 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
win the plane of the truss only.
0
C;)
m
r/-•
4
0
0
2► 111911
M-3x4
y /, * y
1-08 2-00 4-07-12
(PROVIDE FULL BEARING:Jts:2.4,31
D PROF
JOB NAME : POLYGON PLAN 5-D NH - CSJ2 Bt ale: 0.5840 �5 �` 15 E", /0*1-
WARNINGS: GENERAL NOTES,unless otherwise noted: ^ S P E
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
CS
J2
component Appflcabilty of design parameters end proper
Truss: CiSJ 2 and Warnings before construction commences. Incorporation of component Is the responsibility of the building designer. AlleA
2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at
3.Additional temporary bracing to Insure stablity during construction Y o.c.and at 10'o,e.respectively unless braced throughout their length by `err.. - -'d�
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(fC)and/or drywall(mC). / -!
DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ L OREGON�a ��(/`
4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. 7
SEQ. : 6051342 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment,
design loads be applied to any component and are for'dry condition'of use. 4. ' y 14 ZQ 'E"
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge ifVP
fabrication,handling, necessary.
shipment and instaaation of components. 7•Design assumes adequate drainage Is provided. MFa ti
6.This design Is famished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center
II II I MI VIII III I II IN
IIII IIII 7PIM?CA In SCSI,copies ofwhlch will famished upon request. lines indicate
with joint center lines.
9.Digits indicate sine 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) EXPIRES:12/31/2015
1E 11111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'• 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) 84 2.10=(•1663) 4302 10- 3=( •341) 1053 7-15=(•233) 532
BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2- 3=(-4933) 1929 10-11=(-1542) 3951 3.11=( •803) 466 15- 8=(•245) 335
WEBS: 2x4 KDDF STAND; 3- 4=(-3524) 1351 11.12=(•1082) 3153 11- 4=( 0) 366
2x4 DF STAND A LOADING 4- 5=(-2875) 1233 12.13=( -838) 2581 4.12=) •703) 297
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13-14=( -435) 1782 12- 5=( •313) 1029
TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(•2407) 1190 14.15=( -776) 2345 5.13=(-1362) 727
BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7. 8=(-3043) 1369 15- 9=(•1050) 2742 13- 6=( -522) 1020
8. 9=(•3238) 1327 6.14=( -372) 1119
OVERHANGS: 20.0' 0.0' LL = 25 PSF Ground Snow (Pg) 14. 7=( -708) 530
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' -347/ 2034V -248/ 258H 5.50' 3.25 KDDF ( 625)
JT 9: Heel to plate corner 2.25' 43'. 9.0' -274/ 1837V 0/ OH 5.50' 2.94 KODF ( 625)
'COND. 2: Desion checked for net(-5 psfl uplift at 24 'oc spacina•I
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed = 0.167'
MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222'
MAX LL DEFL = 0.267' @ 14'• 6.0' Allowed = 2.142'
MAX TL CREEP DEFL = -0.490' @ 14'- 6.0' Allowed = 2.856'
MAX HORIZ. LL DEFL = 0.120' @ 43'. 3.5'
22-00 21-09 MAX HORIZ. TL DEFL = 0.199' @ 43'• 3.5'
NOTE:Design assumes moisture content does
2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 not exceed 19s at time of manufacture,
12 12 Design conforms to main windforce-resisting
6.00)7 M-4X6
"S16.00 system and components and cladding criteria.
4.0" Wind: 140 mph, h=24,7ft, TOOL=4.2,BCDL=6.0, ASCE 7-10,
6 'l' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
!
+ M-5X8(5) load duration factor=l.6,
�c Truss designed for wind loads
in the plane of the truss only.
M-3x4 0.25"
M-5x6(S)
0.25" ili
/-1.5x3
M-3x5
M-3x10
M-3x10 o
c llh
'' M 5x8 11 12'x,": A .� fO
M-3x4 13
O M-5x10 0.251'4 M-3x4 9_ 0
-.2.75 **2X WEDGE M-5x6 M-5x8(S)
12 W/(2) M-3X4 TYP. 2.751a
i' i' y y12 )' y )' ),
-05-0 5-10-08 6-02 y2-00y 9-05-15 8-11-05 8-09-12 y
, 2-05-08 12-00-08 2-00 27-03 y
1-08 43-09
JOB NAME : POLYGON PLAN 5-D NH - D1 .. PN AFr�an
Scale: 0.1397 cl 5/1 V/,,
WARNINGS: GENERAL NOTES,unless otherwise noted: ;�Gn,OPE 1`-
-7
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 Individualf . E
Truss: D 1 end Warnings before construction commences, building component.Applicability of design parameters and proper y
2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. / /
3.Additional temporary bracing to Insure stability during construction 2.2'Do.c. l assumes the top and bottom chords to be laterally braced at
DES. BY: LJ Is the responsibility of the erector.Additional2'o.e.and at 10'a.c.respectively unless braced throughout their length by
Pa ty permanent bracing of continuous sheathingsuch as r�- ��
DATE: 9/5/2014 responsibilitybuilding designer. plywgoequredwheresand/ordrywall(BC>. /�_
the overall structure is the res nsl6in of the 3.2x Impact bddping or lateral bracing required where shown++ Se [r
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. OREGON
SEQ. : 6051343 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ��• 2 \�`4-
design loads be applied to any component. and are for"dry condition"of use. / y Q
TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull beadng at all supports shown.Shim or wedge if O 14
fabdcatlon,handling,shipment and Installation of components. Design
ne sessary. p /� fi n y t-��P
6.This design Is furnished subject to the limitations set forth by 7.Platesnshall be los categduoneboth facese)of truss,and placed so their center n
I IIIIII VIII VIII VIII VIII VIII VIII IIII(IIITPIIWTCA in BCSI,copies of which will be furnished upon request.
lines cdndde with Joint center Anes.
9.Digits Indicate size of plate in Inches.
MITekUSA,Inc./CompuTrus Software+7,6.6(1L)•E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITel0 EXPIRES:12/31/2015
IIIIIIIIII III This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D 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=( 0) 84 2-15=(-2614) 8670 15- 3=( -370) 1254
2x6 KDDF #1&BTR 72, T3 2- 3=(•10024) 3052 15.16=(-2336) 7040 15- 4=( -248) 1598
BC: 2x6 KODF #1&BTR LOADING 3- 4=( -9298) 2850 16-17=(-3184) 8740 4.16=( -394) 310
WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( •7446) 2614 17-18=(-3194) 8672 16- 5=( -650) 2246
TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 0'- 0.0' TO 10'- 0.0' V 5- 6=( 0) 0 18.19=(-3358) 8934 16- 7=(-2736) 1248
TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0' TO 34'- 0.0' V 5- 7=( •6642) 2370 19.20=(-3010) 8132 7-17=( -444) 1282
BC LATERAL SUPPORT <= 12'0C. UON, TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0' TO 43'- 9.0' V 7- 8=( -8830) 3350 20-14=(-1912) 5602 17- 8=( -244) 878
BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 43'- 9.0' V 8- 9=( -8444) 3242 18- 8=(-1376) 636
9.10=1 -8660) 3238 18- 9=( -616) 326
NOTE: 2x4 BRACING AT 24'00 UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0' 10.12=( -5882) 2108 9.19=( -502) 480
ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+0L( 116.7)= 533.3 LBS @ 34'- 0.0' 11-12=( 0) 0 19-10=( -182) 968
12.13=( -6614) 2320 10-20=(-2810) 1316
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14°) -6546) 2252 12.20=( -498) 1858
OVERHANGS: 20.0' 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20.13=1 -192) 394
** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA
Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
Cnnect8,CNI8 (or no prefix) CompuTrus, Inc 0'- 0.0' -1151/ 3765V -104/ 113H 5.50' 6.02 KDDF ( 625)
_ ( 2 ) complete trusses required. 43'- 9.0' -1096/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625)
M,M2OHS,M18HS,M16 = MiTek MT series �� Join together 2 ply with 3'x.131 DIA GUN
nails staggered at:
9' oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 Dsfl uplift at 24 'oc snacina,l
9' oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
9' oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.005' @ -1'- 8.0' Allowed = 0.167'
9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005' @ -1'- 8.0' Allowed = 0.222'
MAX LL DEFL = -0.300' @ 22'- 8.7' Allowed = 2.142'
MAX TL CREEP DEFL = -0.594' @ 22'- 8.7' Allowed = 2.856'
MAX HORIZ. LL DEFL = 0.109' @ 43'- 3.5'
MAX HORIZ. TL DEFL = 0.180' @ 43'- 3.5'
9-11-11 24-00-10 9-08-11 NOTE:Design assumes moisture content does
T 1' not exceed 19% at time of manufacture.
3-02-03 0-06 11 2-03-08 5-11-03 0-06-11 4-10-02
,( ff,( ,( T f f f--,( T T Design conforms to main windforce-resisting
2-07-0 3-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria.
Wind: 140 mph, h=21.7ft, TOOL=4.2,BCOL=6,0, ASCE 7-10,
9-10-08 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
T load duration factor=l.6,
12 533.30# M-3X4 M-7x8(S) 533.30# 12 Truss designed for wind loads
6.00 M 4x85 6 M-3x5 6 0 g25" M�3Dx5 11 M-5x6 Q 6.00
in the plane of the truss only.
7
l y /' 13..
M-3x4 M-1.5x3
_ + 3
M-1.5x33 Ai
M-3x8 in
M 3x10 / o
T s
. -der'5 16 1 �e7; e9 - v;
4 t M-7x10 M-3x8 M-7x: 18 0.251"9 20
M 3x8 *1a o
0 0
**2X WEDGE M-7x10 M-7x8(S)
-.2.75 W/(2) M-3X4 TYP. 2.75 0
2
.). ), J• J.12 1J' J. J J.
-05-0Q 6-09-12 5-02-12 y2-00y 9-02-04 9-00-08 9-00-04 y
> 2-05-088 12-00-08 2-00 27-03 y
1-08y 43-09 '<<>' ss
PROFe
JOB NAME : POLYGON PLAN 5-D NH - DH1 Scale: 0,1467 �5 IN5
WARNINGS: GENERAL NOTES,unless otherwise noted: �� ` !i /� 9
1.Bulkier 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 / =72 0P E r.
Truss: DH1 and Warnings before construction commences. building component.
omtionpof enmApplicabilityent teof design parameters
ar metility of the banding designer.en
2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction `, ®.r�
DES. BY: LJ is the responsibility of the erector.Additionalpermanent bredng of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by ppr .
po continuous sheathing such as plywood sheathing(TC)end/or drywall(6C). , Q��.
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L OREGON�� /
4.No load should be applied to any component until after all bracing and 4.Installation;Atm is the responsibility of the respective contractor. `V
SEQ. : 6051344 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r 2 .
A.
design loads be applied to any component. and are for"thy condition'of use. O. 1 4 h,
TRANS I D: 407540 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 A �`
fabricotlon,handling,shipment and Installation of components. necessary. MFR b t t'
7.Design assumes adequate drainage Is provided. +l rl
6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located en both faces of truss,and placed so their center
IIIIII VIII II II IIIIIIIIII II I VIII III)IIII TPIIVYTGt In SCSI,copies of which will be furnished upon request. Digs cid cat with joint centerte lines. ,
9.Digits Indicate of plate in Inches.
MiTek USA,InC./CoRIpUTfU9 Software 76.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPI RES:12/31/2015
IIIIIIIIIIIII This design prepared from computer input by ,
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/C(1=1,00
IC: 2x4 KDDF 818,8TR; LOAD DURATION INCREASE = 1.15 1- 21 0) 84 2-15=(-1943) 4359 15- 3=( -193) 596
2x6 KODF 818BTR T2, T3 SPACED 24.0' O.C. 2- 3=(-5055) 2323 15-16=(-1536) 3431 15- 41 -422) 947
BC: 2x6 KDDF 816BTR 3- 4=(-4703) 2253 16.17=(-1804) 4102 4.16=( -367) 244
WEBS: 2x4 KDDF STAND LOADING 4. 5=(-3503) 1741 17-18=(-1726) 4096 16- 51 -445) 1192
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18.19=(-1757) 4235 16- 7=(-1321) 632
TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-3092) 1593 19-20=(-1689) 3826 7-17=( •142) 657
BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7. 8=(-4148) 2081 20.14=(-1308) 2765 17- B=( -297) 376
8- 9e)-3989) 1950 18- 8=( -633) 396
LL = 25 PSF Ground Snow (Pg) 9.10=(-4094) 1897 18- 91 -318) 152
NOTE: 2x4 BRACING AT 24'0C UON. FOR 10.12=(-2734) 1406 9.191 -258) 201
ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.121 0) 0 19.101 -53) 491
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-3119) 1526 10.20=(•1364) 635
13.14=(-3258) 1577 12.20=( -375) 1004
OVERHANGS: 20.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20.131 -29) 218
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA
vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0' -405/ 2034V -104/ 113H 5.50' 3.25 KDDF ( 625)
For hanger specs. - See approved plans 43'• 9.0' -337/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625)
Connector plate prefix designators:
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.)
M,M20HS,1118HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167'
MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222'
MAX LL DEFL = 0.329' @ 22'- 8.7' Allowed = 2.142'
MAX TL CREEP DEFL = -0.571' @ 22'- 8,7' Allowed = 2.856'
MAX HORIZ. LL DEFL = -0.119' @ 43'- 3.5'
MAX HORIZ. TL DEFL = 0.174' @ 43'- 3.5'
13-03-11 17-04-10 13-00-11 NOTE:Design assumes moisture content does
T 1' not exceed 1996 at time of manufacture.
3-02-03 3-05-12 2-03-08 5-11-03 3-05-12 4-10-02
T T Tf T T T T Design conforms to main windforce-resisting
2-07-0tf 3-07-09 1-03-;2 6-02-11 -05-0� 4-03-14 system and components and cladding criteria.
T 1' T 1' 1�f T 1' T T T T
Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
9-10-08
9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
( 1 load duration factor=l.6,
12 6 M-3x4 M-7x8(S) 11 12 Truss designed for wind loads
6.00
M-5x6M-3X4 0b25" M
3x5 + M-4x6 Q
6,00
a in
n the plane of the truss only.
5/ B 10
19 1:
M-3x4
M-1.5x3 1$11-1.5x3
00e" \/
3 M-3x8 toM-3x10 r r � " --1m.. tie �oi J� 15M-7x10 16
3x8 17 1,,--
M-7x8 18 20 `1 c
G . 19 M-3x8 o
M-7x10
.-2 75 002X WEDGE 2.751 - M-7x8(S)
12 W/(2) M-3X4 TYP. 12
L. y y ) , J• y y
-05-09 6-09-12 5-02-12 y2-00y 9-02-04 9-00-08 9-00-04 y
,, 2-05- 088 12-00-08 2-00 27-03 y
1-08 43-09
JOB NAME : POLYGON PLAN 5-D NH - DH2 scale: 0.1467 ���e���'`1yQrwJRNF�sS/0
WARNINGS: GENERAL NOTES,unless otherwise noted: �� .n n�/ 1
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 en Individual -Q• =a2 S OP E {
end Warnings before construction commences. building component.Applicability of design parameters end proper / -.
Truss: DH2Incorporation of component Is the responsibility of the building designer.
2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bosom chords to bo laterally braced at 460001".
3.Additional temporary bracing to Insure stability during construction 2'c.c.and al 10'o.c.respectively unless braced throughout their length by /�r+..„
DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y Cr
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 17 OREGON
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. : 6 051345 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nun-corrosive environment, /--if,Y 14' ZO\
��
TRANS I D: 407540
design loads be applied to any component. and are for*dry condition"of use. A
5.CompuTrus has no control over and assumes no responsiblity for the 6.Design assumes full bearing at all supports shown.Shim or wedge If
fabrication,handling,shipment and Installation of components. 7.n neecsessary.n assumes adequate drainage Is revised. MFR R IO'
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
I/WTCA In BCSI,copies of
ch
ll be furnished upon
lines coincide with joint center lines.
1111111 VIII VIII VIII VIII 11111 11111 1111 IIII MTiTPe USA,lnciCompuTfus(Software 7.6.6(1L)-E request. 10.FForrlbasic connector plate design values see ESR-1311,ESR-1988(MITek)
EXPIRES:1213112015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDOF @158TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(•1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251
BC: 2x4 KDOF ✓f188TR SPACED 24.0. O.C. 2- 3=(-4923) 1901 14-15=(•1508) 3872 3-15=( -786) 419
WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1366 15.16=(-1095) 3091 15- 4=( 0) 365
2x4 OF STAND A LOADING 4- 5=(-2869) 1223 16.17=) -829) 2561 4.16=( •729) 350
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17-18=( -702) 2427 5-16=( -340) 1042
TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=( -702) 2427 5.17=(-1026) 550
BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19.20=) -884) 2558 6.17=( -358) 762
8-10=(•2214) 1077 20.13=(-1023) 2712 17- 8=( -470) 169
LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=) 0) 297
NOTE: 2x4 BRACING AT 24'OC CON. FOR 10-11=(-2552) 1114 8.19=( •440) 179
ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1230 10.19=( -285) 773
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1284 19.11=( -491) 343
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11.20=( -76) 319
OVERHANGS: 20.0' 0.0'
** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA
LOCATIONS REACTIONS REACTIONS SIZE 60.IN. (SPECIES)
Connector plate prefix designators: 0'- 0.0' •322/ 2034V -181/ 191H 5.50' 3.25 ODE ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'• 9.0' -251/ 1837V 0/ OH 5,50' 2.94 KDDF ( 625)
M,M20HS,M18HS,M16 = MiTek MT series
ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacina,I
JT 13: Heel to plate corner = 2.25'
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.022' @ -1'- 8.0' Allowed = 0.167'
MAX TL CREEP DEFL = •0.021' @ -1'- 8.0' Allowed = 0.222'
MAX LL DEFL = 0.251' @ 14'- 6.0' Allowed = 2.142'
MAX TL CREEP DEFL = -0.474' @ 14'- 6.0' Allowed = 2.856'
MAX HORIZ. LL DEFL = 0.124' @ 43'- 3.5'
16-07-11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208' @ 43'- 3.5'
5-10-08 1-09 5-04-05 0-0�4-11 5-02-02 NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
2-09 T 5-10-08 0 04-11 T 5-04 -05 11' 5-05-10 T 5-04-05 Design conforms to main windforce-resisting
�� system and components and cladding criteria.
16-06-08 16-03-08
1` '( T . Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
7 M x8 9 g load duration factor=l.6,
6.00 M 3x45 Q 6.00 Truss designed for wind loads
in the plane of the truss only,
M-5x6(S) M-3x4
0.25" 1
a
+ + + M-1.5x3
M-3x5 2
,........_____
3
„,
M-3x10
�( *.„„„,„.M-3x10 0
0 1 M-5x8 M-3x4 M-5x10 17 18 12
M-3x4 is** oo
M-1.5x3 0.25
- 2.75 **2X WEDGE 2 75 M-5x10 M-5x8(S)
12 W/(2) M-3X4 TYP, 12
J, J. J. J. J. J• J. 3. J,
y-05-0 5-10-08 6-02 y2-00), 5-06 5-10-12 7-09-02 8-01-02 )
L.
J• ,-05-08 12-00-08 2-00 27-03 J
1-08 43-09D PROF
JOB NAME: POLYGON PLAN 5-D NH - DH3 Scale: 0.1338 s``��\A7�'( I NE...Fsso2
WARNINGS: GENERAL NOTES,unless otherwise noted: r-r.rnn+//..r
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 > 0 P E �i
Truss: DH3 and Warnings before construction commences, building component.Applicability of design parameters and proper
2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to Insure stablity during construction 2.Design assumes the top and bottom chords to be laterally braced at Ale,
DES. BY: LJ 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 `r /�
the structure is the responsibility Ad of thedesigner. continuous sheathing such as plywood sheathing(TC)and/or drywan(eC). / -
DATE: 9/5/2014p tr building g 3.Installation
bridgingoor lateral predpgrequired rwhere espective
contractor.
-�L ,L OREGON �CC
4.No load should be applied to any component until after etl bracing and 4.InstaAatlon of truss is the responsibility of the respective �
SEQ. : 6051346 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment y14,
20 �4
design loads be applied to any component. and are for"dry condition"of use. /
TRANS I D: 407540 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 Q Pp1 4,i 2
fabrication,handling,shipment and installation of components. Dnesignary. ' 'eF R V b`' v
6.This design is furnished subject to the Irritations set forth 7.Design assumes adequateodonbdoth
facesae Iogrossed.
11111111111111111
ililll VIII VIII VIII VIII VIII VIII III IIIIby 8.Plates shall be located on both o truss,and placed so their center
TPINYfCA In SCSI,copies of which will be furnished upon request. Ones coincide with Joint center Ines.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.9. coingits cide
ctor piate size of e a design vate In alues see ESR-1311,ESR-1989(MiTek)
EXPIRES:12/31/2015
11 11111 This design prepared from computer input by .
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1958) 4217 14- 3=( -408) 1034 20-12u(-79) 226
BC: 2x4 KDDF N1&BTR SPACED 24.0' 0.C. 2- 3=(-4923) 2340 14-15=(-1814) 3872 3.15=1 -786) 446
WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1732 15-16=(-1374) 3091 15- 4=) 0) 365
2x4 OF STAND A LOADING 4- 5=(-2869) 1592 16-17=(-1123) 2561 4.16=( -729) 341
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17.18=(-1114) 2427 5.16=1 -401) 1042
TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=(-1114) 2427 5.17=(-1026) 475
BC LATERAL SUPPORT <= 12.0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19.20=(-1185) 2558 6.17=( -394) 762
8-100(-2214) 1375 20.13=(-1303) 2712 17- 8=( -487) 277
LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 18- 8=( 0) 297
NOTE: 2x4 BRACING AT 24'0C UON. FOR 10.11=(-2552) 1476 8.19=( -457) 292
ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1564 10.19=( -361) 787
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1611 19.11=) -491) 283
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11.20=( -56) 319
OVERHANGS: 20.0' 0.0'
BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA
M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
vertical members (000). 0'- 0.0' -445/ 2034V -182/ 192H 5.50' 3.25 KDDF ( 625)
*• For hanger specs. - See approved plans 43'. 9.0' -374/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625)
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
M,M2OHS,MI8HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.022' @ -1'. 8.0' Allowed = 0.167'
JT 13: Heel to plate corner = 2.25' MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222'
MAX LL DEFL = 0.299' @ 16'- 6.5' Allowed = 2.142'
MAX TL CREEP DEFL = -0.474' @ 14'- 6.0' Allowed = 2.856'
19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145' @ 43'- 3.5'
MAX HOAR, TL DEFL = 0.208' @ 43'- 3.5'
5-10-08 1-09 2-05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does
2-09 T 1' 5-10-08 ��3-03-12f -05-0i T 5-05-10 T T 5-04-05 not exceed 19% at time of manufacture.
1' f f 1' T T -f T T T T T Design conforms to main windforce-resisting
16-06-08 16-03-08 system and components and cladding criteria.
f T 7 9 f T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
12M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
6.00 g M- x8 0 Q 6.00 load duration factor=l,6,
M-3x4 Truss designed for wind loads
M-5x6(S) 5 in the plane of the truss only.
0.25" 3x4
4
M-3x5 + M-1.5x3
M-3x10 `2
3
�� _ M-3x10 c
42- = 1 ' 14 15 161 +Ip * ._. A ``:• tc
c M 5x8 M-3x4 M-5x10 17 18 it 20 *13 �
M-5x10 M-1.5x3 0.25' M-3x4 0
-=32.75 **2X WEDGE 2.751 - M-5x8(S)
12 W/(2) M-3X4 TYP. 12
y-05-0$ 5-10-08 6-02 ),2 00). 5-06 5-10-12 7-09-02 8-01-02 y
. -05-08 12-00-08 2-00 27-03 y
1-08 43-09
JOB NAME : POLYGON PLAN 5-D NH - DH4 Scale: 0.1338 �`���� Pn,� �sso
4 5/! r
WARNINGS: GENERAL NOTES,unless otherwise noted: 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 C' 0 92 Q P E f
Truss: DH4 and Warnings before construction commences, building component.Applicability of design parameters end proper
2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibiiry of the building designer.
3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.end at 10'o.c.respectively unless braced throughout their lenggth by � �4
Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/ordrywall(BC). ,....e'
DATE: 9/5/2014 the overall structure is the responsibMly of the building designer. 3.2x Impact bridging or lateral bracing 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. OREGON
SEQ. : 6051347fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a corrosive environment, ��. dJ 2 \b���
design loads be applied to any component. and are for"dry condition'of use. ' 'Q y o
TRANS I D: 407540 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 Q 14, �Q,
fabrication,handling,shipment and Installation of components. necessary.Design /� b A``
6.This design is furnished subject to the imitation set forth 7. latesassumes adequate on bdroth
face is truss, J ll 4
by B.Plates shall a located on both feces of truss,and placed so their center
11111111111111111111111111111111111111
I III VIII VIII VIII VIII IIII IIII IIII TPI/W,'CA In BCSI,copies of which will be furnished upon request. Anes coincide with joint center Boas.
9.Digits Indicate size of plate In Inches.
MiTek USA,Inc./CompuTrus uT(U6 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1999(MiTek) EXPIRES:12/31/2015
1E11111111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0
BC: 2x4 KODF #15BTR SPACED 24.0' O.C. 2.3=(•64) 38
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' •68/ 301V -23/ 81H 5.50' 0.48 KDDF ( 625)
1'- 9.2' •32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -24/ 42V 0/ OH 1.50' 0.07 KOOF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing,I
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'• 0.0' Allowed = 0.100'
1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX
CREEP
LL DEFL = 0.001' @ 1'-
MABC PANEL0.1' Allowed = 0.054'
'( 1' MAX TC PANEL TL DEFL = .0.002' @ 1'- 2.9' Allowed = 0.196'
12 MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9'
10.00 MAX HORIZ. TL DEFL = -0.000' @ 1'• 10.9'
NOTE: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=20ft, TCDL=4,2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
1 Truss designed for wind loads
co in the plane of the truss only.
0
0
0
e4
Mr-
RPill
O
•c> ►1 4►'
M-3x4
), ; 1,
1-00 2-00
!PROVIDE FULL BEARING:Jts:2.4.31
JOB NAME: POLYGON PLAN 5-D NH - EJ1 co'`'.. PNE<S>
Scale: 0.6772 i��1Y/,//
r/r�.A 02
WARNINGS: GENERAL NOTES,unless otherwise noted: 44 �7 l7' -S1.
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 C T•92..PE ti'
Truss: EJ 1 and Warnings before construction commences. building component.Applicabllit of design parameters and proper
2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. Aler,
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 0�.,
DES. BY: LJ 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 �.
continuous sheathing such as plywood sheathing(TC)andlordrywalBC). �,
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++
4.No load should be applied to any component until after en bracing and 4.Installation of truss is the responsibility of the respective contractor. "'9L OREGON b A.SEQ. : 6051348 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, • ,�Y Q�
design loads be aligned to any component and are for-dry condition'of use. Q 14 2 4.
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge If �P.
fabrication,handling,shipment and Installation of components. necessary.
6.This design Is furnished subject to the Imitations set forth 7.Designassumes adequate both drainage is of provided. C R R II�
s 1 by 8.Plates shall be located on faces of truss,and placed so their center
1TPOWTCA in SCSI,copies of
will be furnished upon
nes coincide with
IIIIII II 101131111111 lIII)lIII lIIIMITe USA,lna/CompuT s!Software 7.6.6(1L)-E request. 10.For basic connector oint center lines.
plat design values see ESR-1311,ESR-1908(MITek)
9.Digits indicate size of plate In Inches.
EXPIRES:12/31/2015
IIIIIIIIIIII This design prepared from computer input by .
PACIFIC LUMBER-BC
• LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 .
TC: 2x4 KDDF AISBTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0
BC: 2x4 HOOF 918BTR SPACED 24.0' O.C. 2.39(-96) 73
TC LATERAL SUPPORT <= 12.00. 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 BOG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN, (SPECIES)
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625)
1'- 9.2' -10/ 63V 01 OH 5.50' 0.10 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 31- 11.7' -68/ 100V 0/ OH 1.50' 0.16 HOOF ( 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: Desion checked for net(-5 gsfl uplift at 24 'oc spacino,I
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF 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'
12 MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.054'
10.00 MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.072'
MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9'
') MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9'
NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
system and components and cladding criteria.
o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
co
o load duration factor=l.6,
m Truss designed for wind loads
in the plane of the truss only.
co
v
./ --/0
M-3x4
J• y y y
1-00 2-00 1-11-11
(PROVIDE FULL BEARING:dts:2.4,31
0
JOB NAME: POLYGON PLAN 5-D NH - EJ2 5<0��GPNEF.9
Scale: 0,6371 ! �2
WARNINGS: GENERAL NOTES,unless otherwise noted: v �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 - IT 9G,•P E r-
and Warnings before construction commences. building component.Applicability of design parameters and proper /
Truss: EJ 2 Incorporation of component Is the responsibility of the building designer.
2.2x4 compression web bredng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterelty braced at
3.Additional temporary bracing to Insure stability during construction 2•o.c,and at 10'o.e.respectively unless braced throughout their le th by `ver.. - �®
DES. BY: L.1 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�BC). Q
DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON kr4.No load should be applied to any component until after en bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 4
SEQ. : 6051349 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a non-conosive environment, G. v� 2,ei..
A
design loads be applied to any component. and are for'dry condition"of use. .0 1 4 2, `..
TRANS I D: 407540 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 ��
fabrication,handling,shipment and installation of components. necessary.
7.Plates assumes adequate one drainage Is f truss,
FR R I��
6.This design Is furnished subject to the imitations set forth by lit.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111 TPIANTCA In SCSI,copies of whirl will furnished upon request. Tinge coincideinwith joint centerptein
Ones.
9.Digits size of plate Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MITelt) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3e(-144) 105
TC LATERAL SUPPORT <= 12'0C. 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 BAG REQUIRED BAG 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' -24/ 309V -66/ 185H 5.50' 0.49 KOOF ( 625)
1'. 9.2' -65/ 156V 0/ OH 5.50' 0.25 KOOF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -103/ 153V 0/ OH 1.50' 0.24 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 (GOND. 2: Desian checked for net(-5 osfl uplift at 24 'oc soacina.)
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF 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 BC PANEL LL DEFL = 0.005' @ 1'- 0.1' Allowed = 0.054'
MAX BC PANEL TL DEFL = -0.005' @ 1'- 0.1' Allowed = 0.072'
6 MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9'
12 ' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9'
10.00 7 NOTE: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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir),
cs
co load duration factor=1.6,
Truss designed for wind loads
o in the plane of the truss only.
co
v 1411-
O
O 4► ,'
M-3x4
y y ), )-
1-00 2-00 3-11-11
(PROVIDE FULL BEARING:Jts:2,4,31
��EDPROFe
JOB NAME: POLYGON PLAN 5-D NH - EJ3 Scale: 0.5134 \cp _ 1J s/0
WARNINGS: GENERAL NOTES,unless otherwise noted:
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 P E
Truss: EJ 3 and Warnings before construction commences, building component.Applicability of design parameters and proper
2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: LJ Is the responsibility of the erector.Additionalbracing 2 o.o.end at 10'0.0.such ativ y unless braced throughout their length by
po ty permanent of continuous sheathingsuch as / -4
plywoodsured where s own+drywel C),
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A Q
4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. '37 ,A OREGON �4/SEQ. : 6051350 '
loadsfastenem are complete and at no time should any non-
corrosive greater than 5.Design assumes trusses are to be used in a environment, L-
deaignloads be applied to any component
and are for"dry condition"of use. / '�.y .so .k...
TRANS ID: 407540 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 A
b14 t �P
fabrication,handling,shipment and Installation of components. necessary. p - 1:i R 10.."
6.This design is furnished subject to the imitations set forth by 7.Plates shalassumes
be local adequate
faces)of truss,and placed so their center
1111111 11VIIIVIII 111111 1111111111 111110.TPOWTCA In BCSI,copies of which wit be furnished upon request. noes coincide with joint center Ines.
9.Digits Indicate size of plate In Inches.
MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311.ESR-1988(MITel4 EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by ,
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 7'• 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 11156TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-194) 138
IC 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 BAG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES)
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' 0/ 248V -88/ 238H 5.50' 0.40 KDDF ( 625)
1'- 9.2' -167/ 308V 0/ OH 5.50' 0.49 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7' -138/ 205V 0/ OH 1.50' 0.33 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 nett-5 Oaf) uplift at 24 'oc seacina.(
REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF 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 BC PANEL LL DEFL = 0.009' @ 1'- 0.1' Allowed = 0.054'
-/ MAX BC PANEL TL DEFL = -0.009' @ 1'. 0.1' Allowed = 0.072'
0j MAX HORIZ, LL DEFL = -0.003' @ 7'- 10.9'
MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9'
NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
12 Design conforms to main windforce-resisting
10.00 7 system and components and cladding criteria.
Wind: 140 mph, h=22.5ft, 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
o in the plane of the truss only.
0
0
co
o
0
4►
M-3x4
> y y ),
1-00 2-00 5-11-11
(PROVIDE FULL BEARING:Jts:2,4,3I
.<(51'` 619
PR OFFS
JOB NAME: POLYGON PLAN 5-D NH - EJ4 Scale: 0.4250 , GINSe,� siQ
WARNINGS: GENERAL NOTES,unlessotherwise noted: kw '715/!.! 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 en individual CC. _ OPE f
building component.Applicability of design parameters end proper
Truss: EJ 4 end Warnings before construction commences. Incorporation of component is the responsibility of the building designer.
2.2x4 compressionpo web bracing moat be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �
3.Additional temporary bracing to insure stabifty during construction 2'o.e,and at 10'o.c.respectively unless braced throughout their lenggth by / '!� 4
PP
DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlordrywall(BC). ' CC
DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON
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 _.
SEQ. : 6051351 fasteners are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� 'if O� A
design loads be applied to any component and are for"dry condition'of use. 2 4
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fullQ 14 bearing at all supports shown.Shim or wedge if A
necessary. 1�T
fabrication,handling, Mc;�R`I- V
ng,shipment and Installation of components. 7, esassumes adequate drainage is provided. C'
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
11111111111111111111111111110.TPINJfCA in SCSI,copies of which will furnished upon request. Inge coincide with joint center lines.
9.Dies indicatesize off pt ctin inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)•E For basic connector plate design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015
1111 1111111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 1'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TO: 2x4 KDDF #18BTR, LOAD DURATION INCREASE = 1.15 1-2=) -7) 84 2.4=(0) 0
BC: 2x4 KDDF N16BTR SPACED 24.0' 0.0. 2.3=(-72) 45
TC LATERAL SUPPORT <e 12.00. 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: 20.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' •156/ 460V -5/ 51H 1.50' 0.74 KDDF ( 625)
0'- 11.2' -105/ 51V 0/ OH 1.50' 0.08 KDDF ( 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'• 0.0' -81/ 31V 0/ OH 1.50' 0.05 KDDF ( 625)
C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc
M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND, 2: Design checked for netl•5 psi) uplift at 24 'oc spacin0.l
6.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.021' @ -1'- 8.0' Allowed = 0.167'
AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX TL CREEP DEFL = •0.021' @ -1'• 8.0' Allowed = 0.222'
MAX BC PANEL LL DEFL = -0.001' @ 0'• 5.6' Allowed = 0.026'
MAX BC PANEL TL DEFL = •0.001' @ 0'• 5.6' Allowed = 0.035'
MAX HORIZ. LL DEFL = •0.000' @ 0'- 11.2'
MAX HORIZ, IL DEFL = -0.000' @ 0'- 11.2'
NOTE: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=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
0 load duration factor=l.6,
Truss designed for wind loads
m,� f.1 . in the plane of the truss only.
o Mo
o
0
o."- /1 114
M-3x4
* ), *
1-08 1-00
(PROVIDE FULL BEARINCJItc; 1
JOB NAME : POLYGON PLAN 5-D NH - P1 '<c• ,A Pt .a.._
Scale: 1.0020 c. l{5/I! s/°�
1.WAiNGS: GENERAL NOTES, ss uponotherwise notepara X44 a SPE ��
1.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
Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibltly of the building designer.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ` rms�.
DES. BY: LJ 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 / rte' `^ar
the overall structure is the responsibility ofthe buildingdesigner. continuous sheathing such as plywood required In ere end/ordrywall C. ,
DATE: 9/5/2014 P b 9 3.2x Impact bridging or lateral bracing where shown++ (r
7SEQ4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. ,t OREGON
. : 6051353 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, L V \b` A.
design loads be applied to any component. and are for"dry condition'of use. - . -1 p
TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Poli bearing at all supports shown.Shim or wedge If O 1 4, 2 ,,
fabrication,handang,shipment and installation of components. necessary. MFR o`y, V
6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. RI
n
1 111111 II I1 VIII VIII VIII 1 III VIII IIII IIII 91 8.Plates shall be located on both laces of truss,and placed so their center
TPh1NTCA In BCSI,copies of which wit be furnished upon request. Ones coincide with Joint center Anes.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)•E 10.FForrits basic connecate ctor ple of ate design values see ESR-1311.ESR-1988(MiTek)
EXPIRES:12/31/2015